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Kahn System Standards 


A Hand Book on 


Reinforced Concrete 





Fifth Edition 
Revised and Enlarged 
1913 


GENERAL SALES. OFFICES ee 
TRUSSED CONCRETE STEEL CO. 
Moved to Plant at 
YOUNGSTOWN, OHIO 


No.- Lo ae 


To io 





Limited Edition for 
Special Distribution 


Fifth Edition 
1913 





Copyright 1907, 1908, 1909, 1910, 1913 
Trussed Concrete Steel Company 
Detroit, Michigan, U.S. A. 


Price $ .50 


AVERY LISRARY 
COLUMBIA UNIVERSIT® 


Reinforced Concrete 


How First Used 


HEN, in the late 60s, Monier, a French gardener, be- 

gan making flower pots, boxes and small water tanks 

out of concrete and imbedded wire in the material to 
increase its strength and decrease its weight and bulk, he 
little thought that forty years later the principle he employed 
would be used throughout the entire world in the erection of 
millions upon millions of dollar’s worth of construction work. 
There has been no class of structures, no line of the building 
trades which has not been affected by reinforced concrete, 
and many of them have been revolutionized. The story of 
the development and growth of the use of this form of con- 
struction has filled volumes, while here it can only be touched 
upon briefly. 

Concrete Defined 


Concrete is a rock-like substance formed by the mixture 
of cement, sand, stone and water. It is the result of the ce- 
menting together, through chemical action between the cement 
and water, of various sizes of stone so proportioned with the 
other material that all voids within the resulting mass are 
filled. 


Reinforced Concrete Defined 


Reinforced concrete is exactly what the name implies. It 
is concrete in which steel has been imbedded to give additional 
strength and elasticity. 

Plain concrete, when used in the form of pillars and posts, 
is capable of carrying heavy direct loads through its great 
compressive strength. But when it is subjected to a direct 
pull, that is, to tensile strains, it is weak. For example, if a 


No reinforcement. Small load—Sudden failure—like chalk. 


plain concrete beam is subjected to a load it will break apart 
at the bottom just as a piece of chalk would under like con- 
ditions, being unable to resist the tension in the lower por- 
tion of the beam. In order to overcome this, reinforcing 
steel is used to give proper tensile strength and elasticity. 
The concrete in the top of the beam takes care of the com- 


0 


KAHN SYSTEM. OF OR EINE OR CE Deke ON Ch rat 





pression. A properly reinforced concrete beam has, there- 
fore, the strength of stone in resisting compression, united 
with the tension resisting power of steel. 

When a beam is loaded and supported at the two ends, it 
will have a tendency to deflect. To illustrate, assume that 
a beam is made up of a series of flat plates, or, in other words, 
like a pad of paper or a book, the difference being that in the 
pad of paper the leaves are not in any way connected to each 
other, whereas in a beam the adhesion of the various particles 
of the material ties the imaginary plates together. Now, 
when the supposed beam starts to deflect, one of two things 
will happen. Either the various plates separate, as when a 
book or pad of paper is bent, and in separating slide by one 
another; or, if the plates are held together and sliding is pre- 
vented, the particles in the upper plates compress and in the 
lower plates elongate. 

It is thus seen that in addition to the compression and 
tensile stresses in the top and bottom of the beam, there are 
internal stresses of equal importance against which the con- 
crete must also be properly reinforced. To accomplish this 
it will be absolutely necessary that there should be diagonal 
steel reinforcement extending well up into the mass of the 
concrete. This latter reinforcement must be rigidly connected 
to the steel in the bottom of the beam in order that all the steel 
may act together with the concrete in forming a properly 
reinforced beam. The Kahn Trussed Bar with its rigidly 
connected diagonals is, therefore, the ideal reinforcement. 


Kahn Trussed Bar Described 


The Kahn Trussed Bar is made of a special grade of med- 
ium open-hearth steel with an elastic limit up to 42,000 
pounds and an ultimate tensile strength of 70,000 pounds per 
square inch. The cross section (see pages 15 to 17), has two 
horizontal flanges or wings, projecting at opposite sides. 
These flanges are sheared up at intervals to form the rigidly 
connected diagonals, making a unit of main bar and shear 
members. 





Kahn Trussed Bar—with alternating diagonals. 
Note rigidly connected shear members. 


6 


TAR ith ones De CROONNG shan el ES CE Fae LeU OFM sre AaNe Xi 





General History of the Methods of 
Reinforcing Concrete 


BRIEF review of the general types of reinforcement used 
in the past, will make clear why they have been either 
abandoned or revised,and why the Kahn Trussed Bar 

is now considered the perfect re/nforcement, incorporating all 
the advantages of the old forms with the more modern im- 
provements and refinements. 


Horizontal Only 


It was originally thought that merely imbedding steel 
bars in the bottom of a concrete beam to take the tension 
was sufficient. This is true in some rare instances. While 
enough steel may be placed in the bottom of a beam, which, 
if pulled in a testing machine, could resist the desired amount 





Horizontal reinforcement only. Method of failure when tested to destruction. 
Light load. Sudden failure caused by ends of reinforcement slipping and horizontal 
shear diagonal cracks in concrete. 
of tension, it must be remembered that it is necessary to get 
the stress into the steel from the concrete, and there must 
be some positive means of doing this. The old idea was to 
depend upon adhesion. This was soon found to be inade- 
quate and unreliable, as the plain bars would slip. 

In order to overcome this difficulty deformed bars of var- 
ious types, such as twisted bars and bars with corrugations 
and lugs, were used to increase the friction between the steel 
and the concrete. When such bars were laid in the bottom 
of a concrete beam they did not slip in the concrete but the 
concrete would shear along a plane immediately above the 
bar. For this reason the strength of the bar could not be 
developed, and the beam was practically no stronger than if 
reinforced with plain bars. 


Loose Stirrup 


Numerous tests were made on the older form of horizon- 
tal reinforcement and it was universally observed that when 
a beam was tested to destruction, it failed by the breaking of 
the concrete along lines beginning at the reinforcement at 


7 


KAHNVS YS TEM OF UREDNY OR CEODY "COWTG geeks lb 


the ends and extending diagonally upwards towards the cen- 
ter of the beam. The cause was not known, but it was 
assumed that there were stresses in the concrete, and there- 
fore loose vertical stirrups were placed in the mass of the 





Horizontal reinforcement and loose stirrups. Method of failure when tested to 
destruction. Medium load. Sudden failure due to slipping of horizontal rods. Shear of 
concrete on horizontal plane above bars but no diagonal cracks. 
beam to resist these stresses. When beams were tested to 
destruction it was found that the main bar slipped and that 
the beam failed by shearing along a horizontal plane connect- 
ing the steel with the concrete. 


Rigidly Connected Web Members 

It was thus demonstrated that a positive connection must 
be made between the main steel bar and the members taking 
the web stresses. This led to the invention of the Kahn 
Trussed Bar. In this patented bar the members in the ver- 
tical plane, being made from a part of the main tension mem- 
ber, transmit stress from the body of the beam directly to the 
main steel bar. This is the ideal reinforcement. When 
beams, which have been reinforced withthe Kahn Trussed Bar, 
are tested to destruction, they fail by pulling the steel in two 





Kahn reinforcement. Method of failure when tested to destruction. Maximum 
load. Very gradual and ideal failure. Steel stretching in center. 


at the center, showing that there is absolutely no unknown 
weakness in the beam and that the full proportion of the 
strength of all the materials is developed. It is, therefore, 
the only means of reinforcing concrete that makes it possible 
to obtain the full value of the materials used. 

Tests made by the French Government, report of which 
was published in ‘‘Concrete and Constructional Engineering”’ 
of London, show that beams reinforced with Kahn Trussed 
Bars carry 21 per cent more load than beams reinforced with 
horizontal rods and loose stirrups. The area of reinforce- 
ment was the same in both cases. 

8 


Takes eSehe Dan GeOmNG Ge Rf) Eas) LE Eel CaO MMT Pa Ae Nae 





Tests made at the University of Wisconsin, Madison, Wis., 
show that beams with Kahn Trussed Bars carry over 33. per 
cent more load. Complete reports of these tests is found in 
Bulletin No. 197 of the University of Wisconsin. (University 
of Wisconsin Test Report will be gladly supplied by Trussed 
Concrete Steel Co.) 

Internal Stress Action 

Note from the accompanying diagrams how, when a beam 

reinforced with the Kahn Trussed Bar is loaded, the stresses 








Truss action in beam reinforced with Kahn Trussed Bars. Note the action is that 
of a complete Pratt truss. No tendency to slip or slide. 





Truss action in beam with horizontal reinforcement and stirrups. Note the unbal- 
anced horizontal component of the inclined stress and the tendency of the stirrups to 
slip along the horizontal reinforcement. 

















Arch action in beam reinforced with Kahn Trussed Bars. Note the perfect abut- 
ment for the inclined stresses. Perfectly rigid and no possibility of slipping. 




















Arch action in beam with horizontal reinforcement and stirrups. Note the unbal- 
anced horizontal stress. Stirrups slip along the horizontal reinforcement, which, there- 
fore, cannot be developed. 














Beam with horizontal reinforcement only. Note arch action. Reinforcement fur- 
nishes no abutment for the inclined stresses, and will slip. 


9 


KA HON WS YeSe lL EeM OSE RSE NEE LONR Cele De GaCe em iw haem 





in the beam are resisted either by an arch or a truss. In the 
arch each individual stress is resisted by a positive abutment 
in the form of a diagonal. In the truss the steel diagonals 
form the tension web members and the compression web 
members are supplied by the concrete. The advantageous 
feature in this is that the tension in the diagonals is brought 
into the main tension member directly because tension mem- 
ber and diagonals are one. The thrust of the arch or the pull 
of the web member of the truss is resisted by the diagonal and 
main bar combined. It is just as essential to have rigid at- 
tachment of the diagonal members in a concrete beam as it 
is to have strong, close fitting rivets between the lower chord 
and web plate of a steel plate girder. 


Certainty of Calculation 

That the calculated strength of a beam may be developed 
it is necessary that the materials be distributed in such a man- 
ner that the ultimate strength of each would be attained 
should the beam be tested to destruction. This anticipates 
the prevention of slipping of the reinforcing bars and the fail- 
ure by diagonal tension in the concrete. The Kahn Trussed 
Bar cannot slip and the concrete is reinforced against tension 
by the rigidly connected diagonals. It is clear, then, that 
beams reinforced with this bar will develop the ultimate 
strength of the materials, and, since these values are known, 
the materials can be so proportioned that each will be fully 
developed. In other words, the designer avoids the uncer- 
tainty of calculation caused by the sudden development of 
unexpected weaknesses. Absolute safety of design is assured. 


Fireproofness 


It is a well-known fact that concrete, when subjected to 
intense heat, of 1500 degrees Fahrenheit or over, for a con- 
tinuous period, will lose a part of its water of crystallization. 
This condition will obtain for about one inch from the surface 
of the concrete in case of an extreme fire. Suppose the rein- 
forcement is placed about one inch from the bottom of the 
beam. In case of a very extreme fire, the lower inch of con- 
crete will be practically ruined and its adhesion or immediate 
connection with a plain bar in the bottom of the beam will 
be completely destroyed. With the Kahn Trussed Bar, the 
diagonals extend well up into the concrete beam and the effect 
of fire can be neglected, as the connection between the bar 
and its diagonals is still intact. (See Capt. Sewell’s Report 
in Transactions of the Am. Soc. C. E.) This is perhaps one 

10 


TE FRE LUE RS RY TIDY. GAGS IN GE IR AER VE NAR I AG IES TOOL We dl INE OY 





of the greatest features of the Kahn System of Reinforcement. 
A building erected on this plan is as good after a fire as be- 
fore, while a building reinforced with plain bars is apt to be 
a complete ruin. 


~ Shock-Proofness 


Actual tests show that the adhesion between the concrete 
and the steel is greatly weakened by repeated loading and 
unloading of the concrete beam. (See ‘“‘Fatigue of Con- 
crete” by I. D. VanOrnum, M.Am. Soc.C. E., Proceedings Am. 
Soc. C. E. December, 1906.) This means that in any structure 
subject to shock or moving loads, as in factories and bridges, 
it is not safe to rely on the bond of the concrete. Rigid con- 
nection of shear members to main reinforcement must be 
provided as in the Kahn Trussed Bar. The explosion at the 
Prest-O-Lite Company Factory, Indianapolis, Ind., is an 
example of how thoroughly Kahn Trussed Bars meet these 
requirements. 


Workmanship 


It is difficult in practical work to be sure that the con- 
crete is so placed that all the steel is thoroughly imbedded, 
especially so in the bottom of beams. If for any reason the 
steel is so exposed, there can be no adhesion of the concrete 
and the strength of the beam reinforced with horizontal bars 
and loose stirrups is lost. With Kahn Trussed Bars this ad- 
hesion is not necessary. Beams have actually been built 
where the bars have been completely exposed on the under- 
side and when tested to destruction developed the full strength 
of reinforcement. 


Accuracy of Installation 


The Kahn Trussed Bar reaches the job sheared and ready 
to be placed. The shear members are rigidly attached and 
cannot be dislocated either by careless labor or the pouring 
of the concrete. Each reinforcement is just where it belongs 
assuring greatest possible strength and efficiency. 


Economy of the Kahn Trussed Bar 


The Kahn Trussed Bar with its rigidly connected diago- 
nals is designed to resist every stress in the concrete except 
that of direct compression. There is no waste metal at any 
point and proper reinforcement is provided at every place 
it is needed. In the central portion of the beam, where full 
area of metal is needed for resisting bending moment and 


11 


KeA HONG VScYaS 20 OUR @ReEON TORS Cee) a GOR Nn Ce Kale lee 





no shear reinforcement required, the bar is unsheared and the 
full area of the metal is available. At the ends of the beam, 
where the shear is a maximum and bending moment a mini- 
mum, the flanges of the Kahn Trussed Bar are struck up to 
form rigidly connected shear members. The shear members 
are thus made out of a part of the horizontal reinforcement 
and do not take extra steel, as in the case where loose stirrups 
and horizontal bars are used. 


Economy of Installation 


The Kahn Trussed Bar in reality consists of what may be 
considered as a large number of separate members, all rigidly 
connected and handled asa unit. All the field labor of attach- 
ing together many separate pieces is thus done away with. 
The practical builder well knows the great saving in handling 
a single piece compared with many separate individual parts. 


Other Kahn Building Products 


In the preceding pages were shown the advantages of 
Kahn Trussed Bars as reinforcement for beams, girders, 
joists, arches, etc. No one type of reinforcement, however, 
can be economically used in all-classes of concrete work. Our 
many years of experience and the constant research of our 
engineers have enabled us to develop a complete series of pro- 
ducts to efficiently meet every possible condition of practice. 

Among the Kahn Building Products are included: Rib 
Metal, Built-up Column Hooping, Rib Bars, Hy-Rib, Rib 
Lath, Rib Studs, United Steel Sash, Trus-Con Chemical 
Products for waterproofing and finishing, Trus-Con Inserts, 
Trus-Con Curb Bars, Trus-Con Expansion Joints, Hollow 
Tile, Joist Hangers, Post Caps, Centering Clamps, etc. They 
are briefly described on pages 14 to 35, and more completely 
in special catalogs devoted to each product. 


Kahn System Service 


Kahn System represents something considerably more than 
the mere sale of these various products; it means an experience 
in over fifteen thousand important structures of all kinds in 
all parts of the world. It means an Engineering Department 
organized to give you the full benefit of this experience in 
the planning and construction of your building work. It 
means that you are dealing with a $2,000,000 organization of 
recognized reputation and responsibility, which can afford to 


12 


JENS MONS AIR ID» LEP OLIN (GAEDE PRIS AMO IRIN IG, OO) IVE IDLE AY Oe 


deliver only one class of service and that the best; an organi- 
zation which you can be sure will only supply the very best 
materials, and designs which are reliable but not extravagant. 

The design of a modern reinforced concrete structure re- 
quires scientific study in order to combine the various mater- 
ials in the most economical and efficient manner. The con- 
scientious designer must consider the purpose for which the 
structure is built, the arrangement of columns, beams and 
slabs, and the relative economy of different materials in var- 
ious localities. 


Engineering Department, Trussed 
Concrete Steel Co. 


It is to take care of all such matters as these, to study each 
particular problem from every possible angle in order to get 
the best possible construction for each individual structure, 
that the Trussed Concrete Steel Co. has organized its large 
Engineering Department, with branches in all principal 
cities. In this Department are men of technical training and 
of wide experience in the engineering field, who are familiar 
with every type of construction and have specialized in rein- 
forced concrete. This experience in reinforced concrete in 
all its applications places this department ina position to give 
expert advice on all such work. This advice, together with 
valuable suggestions is given without cost to all parties con- 
templating building. We especially invite Architects, En- 
gineers and Builders to avail themselves of this service in 
connection with any work they have in contemplation. 


Complete Designs of Reinforced 
Concrete Work 


For any work in which it is decided that the Kahn System 
will be used, complete detailed drawings and designs of the 
reinforced concrete construction are prepared. These draw- 
ings show clearly the exact location of each reinforcing bar 
and the detailed size of all the concrete work. [Each bar, 
when it leaves the factory, is given a distinctive mark which 
corresponds with its marking on the drawing. Each bar is 
designed for a distinct place in the structure, and the builder 
can tell at a glance where it belongs. The plans are prepared 
without cost for any structure in which the Kahn System is 
used. We co-operate to the fullest extent with all Architects, 
Engineers and Contractors. 


13 


KA H NSS YOST E Me SOE SeREE TENET OURIG EoD CoORNG Ce Reelin 





Shearing of Kahn Trussed Bars 


Standard Shear of Kahn Trussed Bar. 
Middle Portion Left Unsheared. 


; 


Center Shear of Kahn Trussed Bar. 
Entire Bar Sheared to Center. 


One Way Shear of Kahn Trussed Bar. 
All Diagonals Sheared Inclining in one direction. 


Special Shearing of Kahn Trussed Bar. 
As directed by purchaser. 


NOTE:—Sketches marked (+) shows shearing of bars with 
diagonals alternating as provided on 8-inch, 12-inch, 18-inch, 
24-inch, 30-inch, 36-inch and 48-inch diagonals. 


Sketches marked (*) shows shearing of bars with diagonals 
opposite as provided on 6-inch diagonals only. 


14 





DEIR AEE AS IS 18, ADE MEO) I AG AN BET RS AE AR IS A MONG) WY IE GE IN) DE 





Sections of Kahn Trussed Bar 





6"’x116" Kahn Trussed Bar. 
Weight—1.4 pounds per foot. 
Area—0.41 square inches. 

Standard length of diagonals—12 inches. 
Special lengths—6 inches and 8 inches. 





34''x23,'’ Kahn Trussed Bar. 

Weight—2.7 pounds per foot. 

Area—0.79 square inches. 

Standard lengths of Diagonals—12 inches, 24 inches and 
36 inches. 

Special lengths—8 inches, 18 inches and 30 inches. 


15 


KALE ON Sa ee LE VOCE RED IaNG eO UkaGa Ee) CONCRETE 


J wt 
24. 





1146”x214”" Kahn Trussed Bar. 

Weight—4.8 pounds per foot. 

Area—1.41 square inches. 

Standard lengths of Diagonals—12 inches, 24 inches and 
36 inches. 

Special lengths—18 inches and 30 inches. 





3 
FT , — 
rh vie 


134’’x234”" Kahn Trussed Bar. 
Weight—6.8 pounds per foot. 
Area—2.00 square inches. 
Standard length of Diagonals—36 inches. 
Special lengths—18 inches, 24 inches, 30 inches and 48 
inches. 
16 


IPT MOL AS ORS WROTBY | LOM OW IN (CS FR 18) DEAE RS IRI IE IE, LEMOS NYE TE AE ING VE 














34 


2’’x316"" Kahn Trussed Bar. 

Weight—10.2 pounds per foot. 

Area—3.00 square inches. 

Standard length of Diagonals—36 inches. 

Special lengths—24 inches, 30 inches and 48 inches. 


Kahn Trussed Bars are manufactured from the highest 
grade of open-hearth steel and are shipped cut to exact length 
ordered. Bars up to 60 ft. in length are carried in stock at 
Youngstown, Ohio. Any desired length of diagonal or type 
of shearing can be furnished. 


KAHN 
TRUSSED 












, ONNECTION 


2 





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STEEL FLOREDOMES 


6-8'-10" ano 12° HIGH 





Steel Floredomes 


Floredomes are rectangular dome-shaped steel tiles open 
on the under side. The deep corrugations on all sides give 
exceptional stiffness to the Floredomes, so as to support the 
trucking loads coming on them during construction. Rein- 
forced concrete joists extend on all four sides of the Floredomes 
carrying the loads in two directions to the supports. A flat 
ceiling is obtained by the use of Hy-Rib which extends con- 
tinuously underneath and produces an ideal surface for plas- 
ter. The serrated bottom edges of the Floredomes straddle 
the ribs of the Hy-Rib and engage in the Hy-Rib mesh. 
Wires attached to these ribs extend into the joists. 


Steel Floredomes have many advantages over the terra- 
cotta hollow tile, being absolutely water-tight; light in weight; 
free from loss due to breakage; subject to greatly reduced 
freight rates; can be shipped anywhere; save in field labor; 
increase speed of construction; maximum economy of con- 
crete and steel. 

Properties of Steel Floredomes: 

Depth—6 in., 8 in., 10 in., or 12 in. 

Size at Base—2114x21% ins. 

Furnished with serrated edges or straight edges. 

See page 100 for Table of Safe Live Loads for Floredome 
Construction. 

See page 83 for Illustrations of Floredome Construction. 

Floredome Literature sent on request. 


18 


TERE SS Chee UO Neko ths. 8 Le ele ClO ts Ped ON aN 


STEEL FLORETYLES~ 
6~ 8-10" ano 12” HIGH 





Steel Floretyles 


Steel Floretyles are deeply corrugated steel tiles open on 
the under side. The bends at the corners and the deep ribs 
on the top provide exceptional stiffness against deformation 
and great rigidity in supporting loads. The narrow reinforc- 
ed concrete joists between the Floretyles carry the loads to 
the supports. Ends of Floretyles lap with a tight joint. 
Floretyle Construction effects a great saving in concrete, 
steel, centering and weight. 

For flat ceilings, Hy-Rib is used on the underside. The 
bottom edges of the Floretyles are serrated to straddle the 
ribs of the Hy-Rib and engage in the mesh. Floretyles are 
used with one-way reinforcement and Floredomes with two- 
way reinforcement. Both possess the same marked advantages 
over terra cotta tile. 


Properties of Steel Floretyles 


Depths: 6 in., 8 in., 10 in., and 12 in. 

Width at Base: 20 inches. 

Standard Lengths (nominal), 4 feet and 3 feet. Actual 
lengths are one inch greater, to allow for end lap. 

End Floretyles close the rows of Floretyles and are 2 feet 
(nominal) in length, actual length being 1 inch greater to 
allow for lap. 

Furnished either with serrated edges or straight edges. 

See page 101 for Table of Safe Live Loads for Floretyle 
Construction. 

See pages 84 and 85 for Illustrations of Floretyle Con- 
struction. 

Floretyle Literature sent on request. 


19 


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Rib Metal 


Rib Metal consists of a series of straight ribs or main ten- 
sion members, rigidly connected by light cross ties formed from 
the same sheet of steel. 


All the tension in the concrete slab is resisted by the ribs 
in a straight line action to the supports. The cross ties accu- 
rately space and thoroughly anchor the main ribs in the con- 
crete, providing a perfect cross reinforcement against tempera- 
ture and shrinkage strains. 


Rib Metal is essentially a bar reinforcement, consisting 
of nine separate bars handled as one piece. Workmen can 
lay 100 square feet of reinforcement in the same time as 
would ordinarily be required to place a single bar. In this 
way Rib Metal saves expensive field labor, besides increasing 
the rapidity of construction. 

The ribs are accurately spaced by the cross ties, and each 
rib is exactly where it belongs. There is no chance of displac- 
ing the bars by the pouring of the concrete or by careless work- 
men. Rib Metal is readily placed and stays in place. 


The ribs span in a straight line between the supports, 
supplying the reinforcement in the direct line of greatest 
strain. Any reinforcement in the form of a diamond or trian- 
gular mesh carries the load in a long, diagonal line to the sup- 
ports, and is consequently less efficient. 


21 


KLEIN OS YSel BM FO REINFORCED CONCRETE 





uare Feet of Reinforcement Handled as One Bar 


100 Sq 
RIB METAL Floors for the L. A. Creamery Co. Factory, Los 


Angeles, Cal. 


Dek Cerin Dee OLN GER E hk. 16 ExLo & O MaPiAeney 





Rib Metal is stiff and rigid, not pliable and wirey. It 
reaches the job ready to be placed in the concrete. There is 
no field labor required to unroll and straighten coils into flat 
sheets. 


The ribs being in a direct line with the strain do not tend 
to assume other positions when the slab is loaded. There is 
no straightening out of kinks and resultant deflection in the 
slab. 


Rib Metal is furnished in flat sheets as reinforcement for 
floor and roof slabs, walls, vaults, etc. 


Rib Metal is also supplied by our shops bent to exact 
curve as reinforcement for arches, conduits, sewers, reser- 
voirs, tanks, etc. The shop-bending assures absolute accu- 
racy of curve and does away with expensive field labor. 


Rib Metal is made from the highest grade open-hearth 
steel and in seven sizes of mesh. 


Properties of Rib Metal 


Area of one Rib=.09 sq. in. (9 Ribs in one sheet) 














| 
5 Width of Square Feet Aiea BER Rot | Weight per 
ys scr oe Lineal F Oot of Width Scare Bose 
2 16 in. 1.33 .54 sq. in. 2.025 lbs. 
3 24 in. 2.00 .36 sq. in. 1.340 Ibs. 
4 32 in. 2.67 a2 eSGeeln- .997 Ibs. 
5 40 in 3.30 .216 sq. in. .(92 Ibs. 
6 48 in. 4.00 .18 sq. in. .655 Ibs. 
if 56 in. 4.67 .154 sq. in. 557 Ibs. 
8 64 in. yas. LOO) SQ. lil. 484 Ibs. 














All lengths up to 18 feet. 


Furnished in flat or curved sheets. 


See page 97 for carrying capacities of Rib Metal Slabs. 


23 





RESTING OURO GEE aes Gu Onna ne LoweLL 





KoA TT RNGESS aS le ei One 


Stack of Collapsed 

Hooping Ready for 

Shipment. Note Compact- 
ness and Simplicity. 





Collapsible Column Hooping 


Collapsible Column Hooping, for reinforcing concrete 
columns is shipped in the form of flat, circular coils of exact 
diameter and accurately spaced by means of special spac- 
ing bars. These coils spring automatically into a complete 
hooped column on cutting the small fastening wires. 

Collapsible Column Hooping reduces freight bills, by secur- 
ing a lower freight classification; makes pos- 
sible a full-weight carload, owing to its com- 
pactness; does not become damaged in tran- 
sit; assures absolute accuracy of construc- 
tion; increases speed of installation; and saves 
expensive field labor. 

Rib Bars are ordinarily used as vertical 
reinforcement in conjunction with Column 
Hooping. 


Sizes of Collapsible Column Hooping 

Shipped complete with two spacing bars. 

Sizes of wire for hooping: 14-inch, ;;-inch, 3¢-inch, 
re-inch and 14-inch diameter. 

Diameters of Coils: 9-inch to 30-inch. 

Pitch: 11-inch to 12 inches. 

Hooping, where desired, can also be furnished in 
bundles, coiled to the correct diameter, and with separate 
spacing bars, ready for assembling in the field. 

See Page 68 for Pieces under Direct Compression. 

See Page 117 for Table of Safe Loads carried on 
hooped columns. 


24 





Te RECESS ele OO OMNeGeRe Ee lel) S Alok Ela GO M=PaAeNGY: 








Rib Bars 


The Rib Bar for reinforcing concrete is a special rolled 
section with a series of cross ribs so designed as to secure 
maximum grip on the concrete. 


The Rib Bar is used principally as an auxiliary reinforce- 
ment to the Kahn Trussed Bar, Rib Metal and Hy-Rib. It is 
ideal wherever direct tension or compression stresses are to 
be resisted, for instance—the longitudinal bars in columns 
and the cross bars in slabs, also in domes, tanks, etc. It has 
a wide application for bridge abutments and massed concrete, 
where temperature, expansion and shrinkage stresses are to be 
resisted. 


See pages 116 and 117 for Safe Loads on Columns. 





Table of Properties of Rib Bar 








Sie Area ec 
& Pe J 2 : es 
4" | 0625 sq. in. 213 Ibs. 
34" | .1406 sq. in. AS Ibs. 
14" | .2500 sq. in. 86 Ibs. 
5"" .3906 sq. in. Ico Omelbse 
34! .)625 sq. in. 1.95 Ibs. 
iy" .7656 sq. in. Gomes 
ae | 1.0000 sq. in. 3.46 Ibs. 
114” 1.2656 sq. in. 4.38 Ibs. 














K ACTON SUYOS TSE Ms OURS RE TON FOLRSGAE, DUN ClOUN Grohe lee 


Hy-Rib 
Hy-Rib is a steel sheathing, stiffened by rigid, deep ribs, 
formed from the same sheet of steel. Owing to the strength 
of these ribs, Hy-Rib does away with forms in concrete con- 
truction. Hy-Rib is a unit of steel lath and studs. 
Hy-Rib is supplied in either flat or curved sheets, for the 
construction of floors, roofs, walls, sidings, partitions, ceil- 


ings, furring, culverts, conduits, sewers, silos, tanks, etc. 


a agld gee 


; & 
P J 
rH 

& 


3 
J 
4 


ED 


rere, 


oe ne are 


>>>» 





é 








; Rik Gauge Nos. Spacing ig i 

|. yee petty Bib U.S. eng | of Riba of Ribs | of Sheets 
4-Rib Hy-Rib...... 9A, 268 or 287 | aan” Ae Sie alrpgeee 
3-Rib Hy-Rib Se nie 2A; (2608 28 .asleee ee 43/7 la * a. 
Deep-Rib Hy-Rib...| 22,240r26 | 7 ” 1%” 1450-3 








Standard lengths: 6, 8, 10 and 12 feet. 


Intermediate and shorter lengths are cut without charge, but any 


waste is charged to the purchaser. 


Hy-Rib sheets interlock at sides and 


ends. In ordering, no allowance need be made for side laps. Allow 2 inches 
for end laps where splice occurs over supports; otherwise, eight inches. 


See pages 98-99 for safe loads on Hy-Rib Slabs 
Hy-Rib Hand-Book sent on request. 
26 


Tek eU ee by Cel ON Oe havi: FAN) Be be GO Wie Pager 





Rib Lath 


Stiffest steel lath because of the beaded parallel ribs 
which span directly between the studs; provides a_ perfect 
clinch for the plaster owing to the improved form of expan- 
sion; requires least amount of plaster, with no dropping of 
plaster behind the lath; presents a uniformly flat surface to 
plaster against. 


ROCCE 


REM MEREEEM 





Beaded Plate Rib Lath 





Sheets per | Yards per | Weight per 








GRADE | iis of Sheets Bundle Bundle _ Sa. Mads 
Rib. bathiNo tAc wee 1544%96" 16 18 3.63 Ibs. 
Rib Lath No. 2A... 2 | 154""x96”” 16 18 4.54 Ibs. | 
Rib Lath NORA Se oes 15% 4x96/" 16 18 5.45 lbs 





Standard Rib Lath 


Sheets per | Yards per | Weight per 











GRADE Size of*Sheets Bundle Bundle Sq. Yd. 
Rib Lath’ No. 1........, | 2014x96” 12Aca | ap LS ah Qe7aclbet 
Ribsleat GeiINOs 2 aera 2014’'x96”’ Pe 18 3.42 lbs. 
aoa Lega ING ZB ee a ye 2014'"x96"" 12 | 18 4.10 lbs. 





““B”’ Rib Lath 























GRADE Size mf Sheetal er mot tes bee ee et 
Rib:Lath No. 1B....:...| 2495967 | 10 18 -| 2.28 Ibs. | 
RibssatheNon2 bane ne 245, 5x96" 10 18 2.85 lbs. | 
| Rib Lath No. 4B........|  24”’x96" | 10 18 -| 3.42 Ibs. | 





We recommend painted lath, but we can supply it without paint if 
desired. 
Rib Lath Catalogue sent on request. 


27 













214", 314" 614” and 84” wide Rib Stud 
and 414” wide Rib Studs Extensions 





“Detroit Steel Corner Bead. 


Rib Steel Corner Bead No. 1. 


28 





DS Vig, OURS Ra BSleNGER OL RSG sia) te Ca ON Gui Eee lie i 


Rib Studs 


RIB STUDS—made 
of the highest grade of 
open-hearth steel—are 
open for the passage of 
conduits and pipes, and 
provide an uninter- 
rupted air space between 
the two plaster surfaces. 
All lengths up to 18 feet. 


RIB STUD EXTEN- 
SIONS—provide an ad- 
justable attachment at 
floors and ceilings. 


Steel Corner 
Beads 


Our Corner Beads are 
galvanized after form- 
ing and furnished in 
lengths from 6 to 12 
feet. 

Detroit Steel Corner 
Bead—see illustration. 

Detroit T-Rail Corner 
Bead—similar to De- 
troit Steel Corner Bead. 

Detroit Solid Rail 
Corner Bead—made of 
special rolled section 
with punched web. 

Rib Steel Corner Bead 
No. 1—see illustration. 

Rib Steel Corner Bead 
No. 2—similar to Rib 
Steel Bead No. 1. 

Rib Feather-Edge 
Corner Bead—for fine, 
sharp corners. 


F Corner Bead pamph- 
let sent on request. 


Ee MOL IS SEY IBY OT OPIN) MOURNE WEDS MARIE MD TL TOMO) NUE IPE EIN YE 





| Trus-Con Curb Bars 


Trus-Con Curb Bars are used to protect concrete curbs, 
entrance and interior columns, shipping platforms, step nos- 
ings, or any exposed concrete edges. Trus-Con Curb Bars 
consist of properly shaped steel plates with heavy anchor 
bolts that secure an absolutely positive hold in the concrete. 


Trus-Con Curb Bars are made of 













CURB B ; 
LIE CURB Ban jr. highest grade open-hearth steel and 
Boe me 25S. 7 heavily galvanized after forming. 
¥y es 


Trus-Con Curb Bar No. 1 


A Plates 7’g-in. thick, periphery 21 in. 
Anchor bolts % in. x 344 in. 
Standard lengths 8, 10 and 12 feet. 


Trus-Con Curb Bar No. 2 


Plates 33;-in. thick, periphery 134 in. 
Anchor bolts 4-in. x 3% in. 
Standard lengths 8, 10 and 12 feet. 








Two Trus-Con 
Armor Plates in 
place, protecting 

the joint with 4 

inch asphaltum felt 

for filler, cutting entire 
depth of pavement. _ 


Trus-Con Armor Plates 


Trus-Con Armor Plates protect the expansion joints 1n con- 
crete roads from chipping off and breaking down. The prongs 
formed from the plates are sheared at the ends to provide 
lugs for the positive anchorage of the plates to the concrete. 

Trus-Con Armor Plates are made of highest grade open- 
hearth steel and are curved to pitch or crown of the pavement. 
Standard size of plate is 24% inches wide by % inches thick, 
in all reasonable lengths. 

Catalogue on Bridges, Roads and Curbs sent on request. 


29 


K ALON TS YS BEM SOR RIE TIN Es OURIC ED a Ce OUNG Geko i wel e 








Trus-Con Slotted Inserts in Ceilings, Beams and Columns. 
Burroughs Adding Machine®Co.,' Detroit. 





Continuous Lines of Slotted Inserts in Kahn System Flat Ceiling. 
Truck Dept., Packard Motor Car Co., Detroit. 





Trus-Con Socket Inserts at Brown, Lipe, Chapin Co., Syracuse. 
Note Kahn System Flat Ceiling with Brackets at Columns. 


30 


IEA ACE SN BS IE ID (CTO) In (6, WEIR IO AT, IS ALIBI TH OON IGE JEL AY FG 






















Patent 
Applied for 





AS 
engi eee 
crander” gi'-00 = 

a ' 


¢ 





es) 


Rive iy Trus-Con Pressed Steel 
Slotted Inserts 


Trus-Con Slotted Inserts are used in concrete slabs, beams 
or columns for attaching Shaft Hangers, Fixtures, Sprinkler 
Systems, etc. They do away with expensive drilling into 
concrete after completion of the building. 

Trus-Con Slotted Inserts are thoroughly imbedded into 
the concrete during the process of construction. Only the 
narrow slot flush with the concrete is seen in the completed 
work. The bolts can be moved along this slot to any desired 
location and are prevented from turning by special washers. 

Standard lengths—18 in., 24 in., 36 in. and 60 in. 

Lengths of suspension bolts (A)—21% in. and 4 in. 

Continuous Inserts of any desired lengths are formed by 
removing end caps and butting inserts end to end. 


Kahn Adjustable Inserts 


Are made of malleable iron and 
have the same simple method of appli- 
cation to concrete and adjustment for 
bolts as the slotted inserts, but with- 
out their wide range of adjustability. 
Made in three sizes to 
accommodate 4”, 
34” and 7%” bolts. 





Trus-Con Socket Inserts 


Are used for attachments which can be ac- 
curately located before occupancy. Made of 
malleable iron in three sizes, properly cored and 


. QY/ wo Zt a 
threaded to receive 14”, 34” and 7%” bolts. 


31 





KAHN SYS TEM = OREN OURS GSE Dae GlOsNe Gant laels 





Pivoted United Sash in Side Walls. 
Top-Hung Continuous United Sash in Monitors. 


: Sad 
On A A hl py tia 





Center-Pivoted Continuous United Sash. 
Note Increased Ventilation. 














United Sash Partitions. 
Movable and Save Space. United Steel Doors, (Sliding and Hinged) of all Types. 


32 


os 


Tee OSSe STEED CONCRETE AY AOI 8 1G MG OA Te2-Gl IN YE 








Vertical Sliding United Sash. Weber Electric Co., Schenectady, N. Y. 


United Steel Sash 


United Steel Sash are machine-built of deep rolled steel 
sections of great strength and rigidity. The joints are not 
weakened by cutting or punching away of the metal. Maxi- 
mum daylight for interiors is assured, as there is practically 
no obstruction to the light at muntins, mullions, lintels or 
jambs. Large wide ventilators give perfect ventilation. All 
joints are carefully designed and fit tightly, shutting out the 
weather. Glazing is simplified by the use of spring clips. 

United Steel Sash are manufactured in standard units, 
which are combined by means of mullions 
to fit openings of any desired size. United 


‘ETHOD| | | Steel Sash include all types of sash. 
PE CIAL Pivoted Side Wall Sash; Vertical Sliding 


Sash ; Horizontal Sliding Sash; Center Pivot- 
ed Continuous Sash; Top Hung Continuous 
| a(t HeCiLi Bes ouding and swings Woorse 


| suRMAcE covracr Steel and Glass Partitions; Case- 
AROUNO 


Evevrnarors ment Sash, etc., etc. 


ABSOLUTELY $2. ae eae , 
AMOUNT i> Y WEATHERPROOF Standard units are three, four or five 


. lights in width and any desired num- 
ber of lights in height up to 15 feet. United Steel 
Sash are made for the following sizes of glass: 
Width: 10, 11, 12, 13, 14 or 15 inches. Height: 16, 
17, 18, 19, 20, 21, 22, 23 or 24 inches. 
arcindrivorediventlator United Steel Sash Handbook on request. 

33 






K AEN SSoYOS TE MeO ee RAE IONE OPR Gee D ae CaOUNG Gee Ela 





Hollow Terra Cotta Tile 


Partition and Floor Tile 





Size Weight 

2 x2 13 lbs. 

BOM Sale! 15 lbs. 

Ae eee 18 lbs. 

De 20 Ibs. 

(BY Sel en Sales 22) bse 

Stel Die Oe 27 Ibs: 

10°?x12i2” 32 Ibs. 

cungee 2 red Oe 36 lbs. 

artition Ue Also— 

Bem eS Building Blocks 


Hollow Building Brick 

Jumbo Brick 

Book Tile 

Furring Tile 

Flat Arch Tile 

Fireproofing Tile 

Hollow Brick. 

Stucco Blocks of all kinds 
including Jamb and Corner 





om Blocks. 
See pages 102 to 107 for Safe 
a 
SF, orleres id inch Loads of Hollow Tile Floors. 


Tile catalogue on request. 


Rib Steel Stair Treads 


For Factories and Warehouses 

Are adapted for stairways and landings, whether made of 
concrete, stone, slate or wood; or on structural steel frames. 
The deep ridges form an effective grip for the shoes and pre- 
vent slipping. The steel;positively resists wear. 

Rib, Steel Stair Treads are provided with drilled, counter- 
sunk holes for fastening with 
screws; also with special lugs as 
desired. 

Rib Steel Stair Treads are 
made of the highest grade 
open-hearth steel, 
in widths up to 64% 
inches and inlengths 
up to 18 ft. Great- 
er widths are secur- 
ed by placing two 
or more of the treads side 


by side. 









PE ROOIS SS BDC OON CORTE TR SOT EOE lf) ClO OM Pool NAY, 


Trus-Con Chemical Products 
Waterproofings—Dampproofings—Technical Paints 


Trus-Con Waterproofing Paste: Mixed with gauging 
water to make concrete and cement waterproof. 

Trus-Con Stone-Tex: A liquid cement coating, in 
colors, to dampproof and uniform exposed exterior walls of 
concrete, cement block, stucco and brick. 

Trus-Con Por-Seal: A transparent liquid dampproofing 
for exposed exterior concrete, brick and cut stone walls. 

Trus-Con Plaster Bond: A black dampproof coating for 
inside walls. Can be plastered on without furring and lathing. 

Trus-Con Foundation Coat: Black hydrocarbon coating 
for dampproofing foundations, etc. Applied cold with a brush. 

Trus-Con Stone Backing: Black coating for unexposed 
sides of cut stone. Protects against stain from mortar. 

Trus-Con Ironite Flooring: An iron powder for finishing 
cement floors with an ironized wear-resistant surface. 

Trus-Con Floor Enamel: <A tough, dustless, washable 
coating for cement floors. In colors. Applied with a brush. 

Trus-Con Asepticote: A flat, washable coating, in colors, 
for interiors of plaster, wood, concrete, brick, metal, etc. 

Trus-Con Sno-Wite: Finest quality pure white enamel 
for interior decoration. 

Trus-Con Industrial Enamel: White enamel coating 
for interior use in factories, power-houses, warehouses, etc. 

Trus-Con Hospital Enamel: Durable, fume-proof, 
white gloss coating. Can be washed with antiseptic solutions. 

Trus-Con Dairy Enamel: A sanitary white enamel for 
creamery and dairy walls and ceilings. Can be scrubbed freely. 

Trus-Con Edelweiss: A weather-proof white gloss en- 
amel for exterior walls of all kinds. 

Trus-Con Packing House Enamel: A white gloss, steam 
resisting, sanitary coating for packing houses, laundries, etc. 

Trus-Con Roof-Seal: For preserving and protecting 
shingle, felt and metal roofs. 

Trus-Con Shingle Stains: Creosote stains for preserv- 
ing and coloring shingles and wood siding. 

Trus-Con Bar-Ox: Protective coatings of various form- 
ulae: No. 7 for structural steel, bridges, etc.; No. 14 for 
brewing and ice making coils; No. 21 for stacks, boilers and 
hot metal surfaces; No. 28 for acid-proofing metal surfaces. 


Trus-Con Hand-Book sent on request. 
35 


KAHN SY SIE MY OCR RERSESTINGE OPREGIES DA GlO ENE GH Ko En Lees 











Fire starting in the fourth story of the concrete building, 
of Dayton Motor Car Co., Dayton, Ohio, was prevented from 
spreading to other floors by the concrete construction. Three 
floors of the adjoining mill-constructed building were com- 
pletely destroyed. Repairs to the Kahn System concrete 
building amounted to less than $500.00, the cost of replacing 
the wooden window sash. 


Fireproofness 


In San Francisco, Baltimore and other disastrous fires, 
reinforced concrete has demonstrated its superiority. In the 
severe tests of building departments, such as New York City, 
reinforced concrete floors carrying heavy loads have withstood 
continuous temperatures of 1700 degrees Fahrenheit, followed 
immediately by streams of water from a fire hydrant. In 
many actual fires, concrete has withstood intense heat with- 
out damage. The rigidly connected reinforcement of the 
Kahn System makes concrete practically immune to the effects 
of fire. 


ORCL SOO th aCe OsNoG Rite ds & ao Lak Ee LC OM Pee ye 





PS a 
blots . Water “ 
~ Pp + 8 : 


Load test of over two tons (4000 Ibs.) on every 
square foot of full sized panel of Nicol, Dean & Gregg 
Building, St. Paul. Bar iron, standing on end, is stored 
on the floors of this Kahn System Building. 


Strength 


Rigid requirements of exacting engineers, severe tests of 
Government building departments, and actual use in thou- 
sands of structures have demonstrated the superior strength, 
rigidity and load-carrying capacity of reinforced concrete. Its 
additional factor of safety, beyond all allowance in calcula- 
tion, has been shown in numerous examples of overloading 
and accidental shocks. The Kahn System with its rigidly 
connected reinforcement assures maximum strength and 
safety. 


37 


KAHN SYSTEM VOPR EEN FOR CE De COG hee ele. 








Doubling the floor space by attaching machinery to 
ceilings and floors. A typical example in the 38-acre plant 
of Packard Motor Car Co., Detroit, showing the vibration- 
resisting qualities of the Kahn System Reinforced Concrete. 


Vibration Resistance 


Reinforced concrete withstands the shocks of vibration. 
In hundreds of buildings, rapidly moving machinery is at- 
tached both to concrete ceilings and floors with hardly a 
noticeable tremor. Large, pounding printing presses are fre- 
quently located on the upper floors of high concrete buildings. 
Reinforced concrete bridges, carrying the modern mogul loco- 
motives, are built by railroad companies everywhere. Autho- 
rities on earthquakes recommend reinforced concrete. The 
Kahn System with its rigidly connected reinforcement is 


essential for resisting vibration in concrete construction. 


RCS eh Dera NGGER OE IES 1) hak aLe GaOr Mae eNeY 





Every part of the machinery and the product is perfectly 
lighted by the use of United Sash in windows, assuring maxi- 
mum efficiency of employees and highest quality of product. 
Interior of Beechnut Packing Co., Canajoharie, N. Y. This 
modern sanitary plant is built Kahn System Reinforced 
Concrete. 


Daylighting 


Daylighting prevents accidents in factories, as shown by 
carefully prepared statistics. A daylighted interior insures 
the use of all floor space, a greater output per man, better 
quality of work, less waste of material, saving of artificial 
light and greatest efficiency. Buildings constructed with 
Kahn Building Products and equipped with United Steel Sash 
in Windows have maximum light, making the interior like a 


protected portion of the great outdoors. 


39 


KAHN SYSTEM, "OF”REBNEFOR CE DY GOWNC RET 





" 


eens 





Attractive administration. building of the Hudson Motor 
Car Co., built Kahn System Reinforced Concrete. Hundreds 
of other pleasing designs, built with any kind of material for 
the exterior, can be adopted. 


Appearance 


An attractive appearing plant bespeaks the progressive- 
ness of the manufacturer, and reflects its character on his 
products. Cheerful surroundings materially increase the effi- 
ciency of the employees. A beautiful, clean cut, modern 
building costs no more than other kinds, but pays large divi- 
dends annually to the owner. Simple, strong, impressive de- 
signs are possible with the Kahn Building Products at nominal 


expense. 


40 


ieee DenG ON CARsE 1 Ee Se) BR EST OG.O Wf (Pol aNd, 





Economy 


Kahn Buildings are low in first cost, much less than other 
types of fireproof construction and little if any more than 
burnable, short-lived structures. Kahn Buildings make 
money for owners every year in the saving of insurance, 
absence of repairs, increased life of building, greater efficiency 
of employees, reduction of waste and insurance against 
crippling of operations. Look over the accompanying table, 
in which a very conservative allowance is made for the va- 
ious items of saving. 


Reinforced Concrete More Economical 
than Mill Construction 


(From Engineering Magazine, August, 1909) 
Assume a building costing complete $100,000; contents equal to the 
cost of the building; and that it is used for general manufacturing purposes. 
The yearly charges against each building are: 


















Initial Cost of Building iat ies Reo once 
; $100,000 

iiletesisAt OG nee 2) $50,000.” || $6,600 
(axes ts lO. sy ee es 1,000 | 1,100 
Insurance on building at 75c 

per >lOOWvaluess. 2.4... 750 At 25 cents, 275 
Insurance on contents at $1 

per $100 value........... 1,000 At 80 cents, S800 
Depreciation on building at 

De sas Cea a ieee eos 1,250 At 4% 550 
Results of vibration— 

Assume $450............. 450  |Chargeable to mill bldg. only 
Increased light—1% increase 

in efficiency of labor. As- 

sume labor equals % value 

of contents—$50,000..... 500  |Chargeable to mill bldg. only 
Vermin losses, 25.9)... 100 Chargeable to mill bldg. only 
Protection against business 

losses due to fire at 4% 

on value of 30% of build- 

ing and contents, or $60,- 

DOOR ans ma Sentences 300 Applies to mill bldg. only. 

Total Yearly Charges..... $11,350 $9,325 





Annual Saving of Concrete Over Mill Building — 
$11,350—$9,325=$2,025.00 
Therefore a concrete building costing originally 10% more than a 
mill building saves 2% each year. Capitalize this saving at 6% and it 
represents $33,750. In other words a concrete building costing $143,750 
is just as economical as a mill building costing $100,000, i. e., an owner 
could afford to pay 4334% more for a concrete building. 


41 


KAHN SYS TLEMVOFeREINE OR CED CONC Ko Eeiee 


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42 





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43 


KAHN SYSTEM, OF “REINFORCED CON CK E Le 








Specifications for Reinforced Concrete 


General 


Where shown on drawings or called for in the specifica- 
tions, Reinforced Concrete shall be used. 

No system of reinforced concrete will be considered which 
is not of recognized standing, and which has not been used 
successfully for five years on important work. 

Work may be carried on only under foremen and superin- 
tendents who have had thorough experience in this class of 
work. 

Structural Drawings 

Parties submitting proposals must furnish drawings indi- 
cating their method of calculation, arrangement and nature of 
the steel reinforcement for the various structural members 
indicated, and no proposition will be considered without such 
calculations and drawings. 


Materials 


Samples of all materials must be submitted and approved 
by the Architects before same are used. All materials re- 
jected for this work must be immediately removed from the 
vicinity. 

Cement 

1. All cement furnished for this work is subject to inspec- 

tion and tests as hereinafter specified. 


2. Inspection and tests shall be conducted by Laboratory 
selected by Architect and at the cost and expense of Con- 
tractor. 

3. All inspection and sampling shall be made by the 
Laboratory at the point of manufacture, sending samples to 
its laboratory for tests, and only cement that has been pre- 
viously accepted will be allowed on the work. 


4. In cases where special conditions make inspection at 
factory impracticable, inspection at the job may be substi- 
tuted, subject to approval of Architect. When job inspec- 
tion is permitted, the cement shall be delivered at the job at 
least two weeks before required for use, so as to allow ample 
time for necessary tests by the Laboratory, and proper care 
taken to separate the individual cars that they can be easily 
identified if found unsatisfactory. A suitable place must be 
provided for the storage of all cements, and no cement shall 
be used that has absorbed sufficient moisture to cause the 


44 


de ess DG ONO R-Eal ES TE EL Gi0 -M. Pada 





cement to granulate or become lumpy when _ thoroughly 
dried. 

5. The cement will be accepted at the work packed in 
stout paper, cloth or canvas sacks. Each package shall be 
plainly labeled with the name of the brand and manufacturer. 
Any package broken or containing damaged cement may be 
rejected or accepted as a fraction package at the option of 
the Engineer in charge of the work. 


6. The cement shall be tested in strict compliance with 
the methods specified in the Standard Specifications of the 
American Society for Testing Materials, and only cement 
that passes all requirements of these specifications shall be 
used. 

Fine Aggregate 


The sand, or fine aggregate, shall consist of grains of any 
moderately hard rock passing, when dry, a screen having 
four meshes to the linear inch. It shall be clean, well graded 
from coarse to fine, with coarse particles predominating, and 
free from vegetable loam and other deleterious matter. 

All sand, to be approved, must show when mixed with 
Portland cement in proportion of one (1) part of cement to 
three (3) parts of sand, by weight, a tensile strength of at 
least seventy per cent (70%) of the strength of a one to three 
(1:3) mortar of the same consistency made with the same 
sample of cement and standard testing sand. 


Coarse Aggregate 


Coarse aggregate shall consist of inert material such as 
crushed stone or gravel which is retained on a screen having 
one-quarter inch (14’’) diameter holes. The particles shall 
be clean, hard, sound, free from any deleterious matter, and 
well graded from coarse to fine, to yield concrete of the great- 
est natural density. The maximum size of the coarse aggre- 
gate shall be such that it will not separate from the concrete 
in placing and will not prevent the concrete fully surrounding 
the reinforcement or filling out all parts of the forms. 

All coarse aggregate shall be well wetted immediately 
before being used. 

In case gravel is used without screening, a careful exami- 
nation shall be made to determine the exact ratio of fine to 
coarse aggregate, separating on a number four (No. 4) sieve, 
and the gravel used with the cement in proportion to maintain 
the correct ratio of cement to fine aggregate as required for 
the particular work in which the concrete is to be used. 


45 


KAHN US Y STEM 70 PARE UNO RICE De CO;NeC sr Bele 





Proportions 


All concrete for slabs and beams shall be proportioned of 
one (1) part of Portland cement, two (2) parts of fine aggre- 
gate and four (4) parts of coarse aggregate. 


All concrete for columns shall be proportioned of one (1) 
part of Portland cement, one and one-half (114) parts of fine 
aggregate and three (3) parts of coarse aggregate. 


Mixing of Concrete 


Proper provisions must be made to provide for the cor- 
rect measurement and proper proportioning of all concreting 
materials, including water. All water shall be free from oil, 
acid, strong alkalies or vegetable matter. All concreting 
materials shall be mixed until the cement is uniformly dis- 
tributed throughout the mass and the concrete uniform in 
color. Sufficient water must be added during the mixing to 
produce a concrete that will flow when agitated, but not so 
wet as to permit separation of the materials in transferring 
from the mixer to the work. 


A competent foreman must be in constant attendance at 
the mixer, to approve the proportions of materials placed in 
the mixer and the finished batch before leaving the mixer. 


Placing the Concrete 


All concrete must be placed in the work immediately after 
mixing and churned and agitated with suitable tools in such 
a manner as to remove all voids and thoroughly compact and 
densify the mass. All concrete showing a partial set before 
placing shall not be used in any portion of the work, but re- 
moved from the job. When concreting is once started, it 
shall be carried on as a continuous operation until the pour- 
ing of the section or panel is completed. If for any reason 
the concreting should be stopped, the greatest care must be 
taken to stop the work at such a point that the joint formed 
will not weaken the member structurally. 

All columns are to be filled a sufficient time previous 
to the concreting of the floor construction to allow the con- 
crete in the columns to settle to a permanent position. The 
pouring of the columns must be one continuous operation to 
the level of the bottom of the girder or beam supported by it. 

In pouring, the concrete is to be kept well stirred or 
puddled to prevent voids and honey-combing. 


46 


TER AO IS SS LE IODC MORI AG TR 1S ABTS OM AE THIET IE CO TOXIVE I AL IN! OF 





The concrete in all beams shall be placed so as to be per- 
fectly monolithic with the adjacent slab. 

When a section of the floor is once poured, it shall be left 
entirely undisturbed until the concrete has thoroughly set. 

The surface of concrete which has set, and upon which 
new concrete is to be laid, shall be thoroughly cleaned to re- 
move all foreign and latent materials, and coated with a creamy 
mixture of neat cement and water, immediately before plac- 
ing new concrete. 

The Superintendent in charge of the work shall mark in 
ink on the drawings, the time and date of the pouring of the 
different columns, girders and floor slabs. 


Reinforcing Steel 


Steel shall be medium, open-hearth steel to be rolled from 
new stock and to meet the Manufacturers’ Standard Speci- 
fications. 


Ultimate strength, 60,000 to 70,000 pounds per sq. inch. 

Elastic limit, not less than half the ultimate strength. 
1,400,000 

Ultimate strength of steel. 


Bending test, 180 degrees to a diameter equal to thick- 
ness of piece tested without fracture on outside of bent por- 
tion. 

All steel shall be free from paint, oil or heavy rust or scale. 


All reinforcing steel shall be furnished by the Trussed Con- 
crete Steel Company, Detroit, Mich., in accordance with the 
Kahn System of Reinforced Concrete. 

The main reinforcement for joists, beams, girders, or any 
members subjected to combined bending moment and shear 
shall consist of Kahn Trussed Bars in which the shear mem- 
bers are inclinéd at an angle of 45 degrees and rigidly con- 
nected to the main tension member. There shall be sufficient 
shear reinforcement so that the concrete shall not be obliged 
to resist either direct tension or shear greater than 60 pounds 
per sq. in. Minimum depth of beams should not exceed 
1/15 of the clear span. 

Reinforcement for floor slabs shall consist of Kahn System 
Reinforcing Steel as indicated on plans. Minimum depth of 
slab shall not exceed 1/30 of the clear span. 

Vertical reinforcing for columns shall consist of Rib Bars 
either used in conjunction with built-up column hooping or 


47 





Percentage of elongation = 


K A ONG SeY-S* 7 Ea “OCP WeNer ORC ED CONCRETE 








thoroughly tied at intervals of 12 inches as required by the 
design. Least width of column shall not exceed 1/15 of its 
unsupported length. 


Design of Reinforced Concrete 


All reinforced concrete work shall be designed in accord- 
ance with the requirements of the Trussed Concrete Steel 
Company, Detroit, and shall conform to local regulations, 
governing building construction. 


Tile and Concrete Floor Construction 


When tile and concrete construction is used for floors, the 
tile shall be sound, hard-burned tile of uniform size. The 
concrete joists shall be parallel, in perfect line and of the uni- 
form width called for on plans. The concrete on top of the 
tile must be poured at the same time as the concrete in the 
joists and be of the same mixture. The tile shall be thorough- 
ly soaked with water before pouring the concrete. 


Centering and Forms 


All forms must be strong and stiff, true, out of wind, prac- 
tically unyielding and sufficiently tight to hold the liquid mor- 
tar without leakage. Interior dimensions must conform to 
the dimensions of the concrete specifications shown upon the 
approved plans. All forms for beams, girders and lintels 
shall be so designed that at least one side may be removed 
without disturbing the bottom portion of the form and its 
supports. All posts supporting forms for slabs, beams and 
girders must rest upon wedges which may be loosened or 
removed without producing undue stress in the floor system. 
The forms for all columns must provide an opening at the 
bottom for cleaning and for adjustment of the steel. The 
opening is closed before pouring concrete. Columns over 
14’ in height and under 18” square shall have an intermediate 
opening or pocket, and the pouring started therefrom. All 
shavings, chips, sawdust and other forms of foreign matter 
shall be removed before the concrete is placed in the forms. 


Removal of Centering 


Centering shall not be removed until the concrete has 
thoroughly set and is of sufficient strength to carry its own 
weight together with whatever live load is liable to come on 
the construction. No false work shall be removed without 
the approval of the architect or engineer in charge. 


48 








Before removing the temporary supports of the beams and 
girders, at least one side of the adjacent column form and one 
side of the girder form shall be removed in order to expose 
the concrete to view and permit thorough examination and 
determination of the condition of soundness and hardness. 
Beams and girders shall remain supported for at least two 
weeks after all other false work has been removed during 
favorable conditions for hardening, and columns shall not be 
given their full loading in less than five weeks. 


Freezing Weather 


Placing concrete in freezing weather shall be avoided 
whenever possible and, when necessary, sufficient precaution 
shall be taken to prevent the concrete freezing—such as heat- 
ing the building with salamanders, covering the concrete 
with sawdust, straw or manure, and heating the materials. 
All concrete which is frozen shall be removed. The centering 
shall not be removed until the concrete has thoroughly set 
and aged. 


Hot Weather 


All concrete laid during the hot weather shall be thoroughly 
wet with clean water at least twice each day during the first 
week after placing. 


Precautions on Removing Centering and Con- 
creting During Freezing Weather 


The most exacting care must be exercised in removing 
centering, to be absolutely certain that the concrete is prop- 
erly set and hardened. This is particularly true during the fall 
and winter months, when weather conditions are not favorable 
for the normal setting and hardening of concrete. 

During summer months with warm temperatures, the 
hardening of concrete occurs at normal rate, and while the 
strength of the concrete should be fully determined before 
any centering is removed, the same extraordinary care is not 
so important as during colder months. 

Concrete that will harden at normal rate above a temper- 
ature of 50° F. will be slowly retarded in setting with temper- 


49 


KA HINGES SYS LE Vis ORF em ROE Lee Re Gre Dm Gh OeN ne Ga Kaba imee 





atures approaching freezing. At 40° F. the cement remains 
quite inactive and a great deal longer time must be permitted 
for the hardening at the much slower and retarded rate. 


It is recommended in placing concrete, particularly in 
the colder weather, to make provisions for pouring a number 
of 6” test cubes at the same time the concrete -is placed. 
These test cubes should be left in the forms and kept under 
exactly the same conditions of weather exposure as the con- 
crete, so as to be certain that the rate of hardening proceeds 
precisely the same as in the structural concrete. 


A sufficient number of such test cubes should be made so 
that duplicates may be crushed at intervals, to determine by 
actual test the exact development of strength in the concrete. 
Do not consider the removing of any forms until the compres- 
sive strength of the concrete indicates that it is sufficiently 
hardened to permit removing the forms with perfect safety. 
In testing the cubes care should be taken to conduct the com- 
pressive test as soon as the cubes are brought into the labor- 
atory and not permit them to remain in a warmer tempera- 
ture for any great length of time, as this would yield results 
higher than the actual strength of the the concrete in the work. 


In placing concrete in winter, it is highly important that 
the aggregate used be entirely free from frost and preferably 
should be heated, so as to provide with the heated water a 
resultant temperature in the concrete as placed of about 
100° F. This initial temperature, supplemented by the heat 
developed in the crystallization of the cement, will insure 
good normal setting, provided that the concrete is so pro- 
tected as to avoid too rapid radiation and loss of heat. 


To keep gravel free from frost and in good working condi- 
tion, perforated steam pipes should be forced at intervals into 
the pile of gravel and fed with a good supply of steam. When 
available, heavy canvas should also be placed over the gravel 
so as to avoid rapid radiation of the heat contributed by the 
inserted steam pipes. 


As a further precaution, in the very coldest and most un- 
certain weather, it is recommended to insert in the soft con- 
crete as poured, a small copper tube about 3” in diameter, 
to accommodate a laboratory tube thermometer. The end 
of the pipe inserted in the concrete should be closed with a 


cork to prevent the concrete running into the tube, while the 


50 


TOA AGE SBS AE IBS ACO IOV IS IRIS IRN IED HI VE (COM TOVP FING Ye 


thermometer should be held in the tube through a perforated 
cork. A temperature reading should be taken as soon as the 
concrete is placed and also at regular intervals, and careful 
record kept of the actual temperatures of the concrete, par- 
ticularly during the first 72 hours. 


In any case where it is known that concrete has been 
frozen throughout or fairly deep into the mass, it should be 
removed and replaced with new concrete. If the frost has 
penetrated the concrete to only a depth of 4 or 14”, it will 
not be serious, but every possible method should be employed 
to determine that the penetration of the frost is limited to 
this depth. 

Where the concrete has been slightly frozen it should be 
enclosed and heat provided with salamanders to draw the 
frost out of the concrete and permit very careful examin- 
ation to be made to ascertain to what extent the con- 
crete has been injured. Under no conditions remove the 
forms from concrete that has been at all frosted, until heat 
has been provided of sufficient duration and temperature to 
draw all frost and moisture out of the concrete, so that a fair 
examination can be made and its actual condition determined. 

The physical examination of concrete before the forms are 
removed should not be confined to the top, but small sections 
of the forms should be removed from the underside and the 
exact condition of the concrete carefully observed on strik- 
ing with a hammer. Concrete that is properly set and hard- 
ened should ring with the distinct clearness characteristic of 
a good, hard, dense mass. If there is any apparent deadness 
or dullness to the concrete on striking with a hammer, the 
removal of forms should be delayed until the concrete has 
sufficiently hardened to resound with a good, sharp, clear 
ring. 

If the superintendent in charge of the work is not fully ex- 
perienced in examining concrete, so as to be positively cer- 
tain regarding the strength necessary for the removal of forms, 
the services of experienced men should be provided to care- 
fully examine the concrete and pass upon the advisability of 
removing the centering. 

Under no circumstances should an attempt be made to remove 
any centering until it is absolutely and positively determined be- 
yond any question of doubt that the strength of the concrete has 
developed sufficiently to entirely avoid any sagging or deflection 
in the members and any possible failure. 


51 


K ACHEN WSSY-S 1 EMI ODER RR EINER ORE Ge ERD Sai Gs ORNS Ge iace ela Ey 





Crushing Strength of Concrete 


The compressive strength of concrete varies with the 
materials, the age, the mixture and climatic conditions, and 
where possible should be determined by tests. Otherwise the 
following values submitted by the Joint Committee on Con- 
crete and Reinforced Concrete may be considered as very 
conservative for good materials and good workmanship. 
Table of Strengths of Different Mixtures of Concrete 28 Days of Age 


(In pgonds per square inch) 























Mixtures: Cement, Sand and Aggregate 
AGGREGATE 

Sek ay 1:14:38 | 1:2:4 1:2144:5 1D se 

Granite, trap rock.. Se e000 2800 | 2200 | 1800 1400 
Gravel, hard limestone ‘and 

h ard sandstone. . ; 3000 2500 | 2000 | 1600 1300 

Soft limestone and sandstone. | 2200 1800-1500 1200 1000 

Cindérs::4 eee eee S00 LOOM 600T 500 400 





Cinder concrete should never be used in the main mem- 
bers of the structure, such as girders, beams, columns, and 
footings, because of its variation in strength and the diffi- 
culty of securing material of uniformly, satisfactory quality. 
Cinder concrete may be used for fire protection and some- 
times for short-span slabs or arches between steel beams. 


The tables throughout this book are invariably based on the use 
of stone concrete, with 1:2:4 mixture for slabs, beams and foot- 
ings, and 1:1144:3 mixture for columns. 


Modulus of Elasticity 
Report of Joint Committee on Concrete and Reinforced Concrete 


“It is recommended that in computations for the position 
of the neutral axis and for the resisting moment of beams 
and for the compression of concrete in columns, the value of 
the modulus of elasticity of concrete be assumed as : 


(a) One-fifteenth of that of steel, when the strength of the concrete 
is taken as 2200 lbs. per sq. in. or less. 

(b) One-twelfth of that of steel, when the strength of the concrete is 
taken as greater than 2200 Ibs. per sq. in. or less than 2900 Ibs. 
per sq. in., and 

(c) One-tenth of that of steel, when the strength of the concrete is 
taken as greater than 2900 Ibs. per sq. in. 


N. B.—The value of 1/15 is used throughout this book. 


ro) 


OL 





Phe teenies De ClO IN Ge Ral be Sole ER LS COUP eevee 





Allowable Stresses, Methods of Design, Etc. 
Monolithic Action 


It is difficult in reinforced concrete work to adopt an arbi- 
trary theory of design and fixed working stresses, which shall 
apply to structures of every class. To design correctly, each 
particular problem should have individual attention and 
methods of design adopted accordingly. Concrete work being 
built monolithic should be treated accordingly and not ana- 
lyzed into separate units, as is done with ordinary materials 
where units are dealt with. The great additional strength of 
a monolithic construction of this kind is apparent. If any 
particular part of a floor is heavily loaded, the floor adjacent 
will come to its assistance and will distribute the concentrated 
loading over a large area of floor space. 


Effect of Vibration 


In the case of vibratory loadings, such as caused by mov- 
ing machinery, actual experiments have shown that concrete 
absorbs the shock better than any other building material. 
The Kahn System has been used in many such structures and 
there is not the least tremor noticeable when machinery is in 
operation. 

Strength Due to Arch Action 


Reinforced Concrete, when built continuously over a large 
floor area, has great additional strength due to interior arch 
action in the concrete. This arch action will in itself carry 
considerable load without causing any stress in the reinforce- 
ment. This, of course, is more marked in a floor where the 
depth is large compared with the span, than where the reverse 
is true. It would, therefore, seem proper to design a deep 
floor, supported on all sides by similar construction, with 
greater working stresses than a thin, isolated panel unsupported 
by adjacent construction. 

Other points to be considered in this connection are the 
quality of the materials and the grade of workmanship. 

The methods of design, stresses and tables presented in 
this book have been purposely made very conservative to 
avoid misuse and may be varied to meet the special conditions 
or requirements of the designer. The additional strength due 
to monolithic construction, arch action, and tensile strength of 
concrete, is entire!-; neglected in the calculations and thus an 
additional factor of safety is given to all work designed on 
this basis. 


we 


53 


KAHN SYS TEM OVORGRCE TNF OR GE De COW Gk eae 


Theory of Reinforced Concrete Work 


The following theoretical analysis is based on the use of 
what is known as the ‘“‘Straight Line’ formula. This is a 
formula which is daily becoming more generally adopted and 
is embodied in the building requirements of almost all Ameri- 
can cities and those of the Prussian Government. It is 
recommended by the most authoritative text books and has 
the advantages of simplicity and directness. It corresponds 
with the accepted theory of flexure as applied to other mate- 
rials and is admittedly correct within allowable working 
stresses. If the theory errs at all, it errs on the side of safety. 

This theory is based on the following assumptions: 

lst. A section plane before bending remains plane after 
bending; that is, the stress on any fibre is directly proportional 
to its distance from the neutral axis. 

2nd. The tensile strength of the concrete is entirely neglected. 

3rd. There are no initial strains in the beam. 

4th. All shearing strain is cared for and there is no slipping 
between the concrete and the steel. 

5th. The modulus of elasticity of concrete in compression 
is constant. 


Moment of Resistance of Simple Beam 





Referring to figure: 


d =distance from extreme compressed fibre to center of steel. 

x d =distance from the extreme compressed fibre to the neu- 
tral axis. 

x =ratio of depth of neutral axis to depth (d) of steel. 


k d =distance from center of compression of concrete to cen- 
ter of steel. 

k =ratio of this distance to depth of beam (d). 

b  =breadth of beam. 


54 


te Retest l Dy Ol O NC RE TE Y S"ItE Ee CO) Mt Pate 








Es __ modulus of elasticity of steel. 
Ee modulus of elasticity of concrete. 





mm = 


As =area of steel reinforcement. 

p =ratio of area of steel to area of concrete= + 
c =compressive stress in extreme fibre of concrete. 
f =tensile stress in steel. 


RM= moment of resistance of beam. 
BM= bending moment. 


The total compression in the beam must equal the total 
tension. Equating these forces: 


oe Ox dep Ddet. Or 


locex=pf [1] 
According to assumption Ist above 

Sey ROPE 2] 

f m(1-x) 
Combining equations [1] and [2] 
x? = m (1-x) p, whence 

x=-pm + / (pm)? +2 pm [3] 
Again combining [1] and [2] 
fal, Comes (41 

2 £( + cm) ; 


The stress strain curve being a straight line, the center of 


Tes 2 
compression is located ~>-x d above the neutral plane. 


3 
Taking moments about the neutral axis: 
RM= [+ c x? + pf (1-x) | bd? [5| 


Taking moments about the center of the steel: 
2 
RM—* pee (te =) sg 6] 


Tine moments Sify ie center of compression in the 
concrete: 


RM= (.- x) d As f=kd As f [7] 


From equation [7] it is at once evident that the moment 
of resistance of a concrete beam is dependent only on the fac- 
tor (k), the area of reinforcement, the depth of the beam, and 





5d 





SaYoS 7 EM, ORR E ENE-O R CoEMD ee GoO dN GC Reig tees 


EH Talis) 































































































HONI SAYVNDS Yad SONNOd NI 
































auydis 


AWadLxS NI 





NOISSSYdWOS 


180 


1900 JO 1ZO 


80 


AO 20 .80 40 .50 60 .70 .80 


PERCENTAGE OF REINFORCEMENT 


Fig. No. 2. 


56 





IB ARLE SY SS dD) 


50 | 





100 tH 


CROPNGGERE Ly ES Sele i Le Lae On Op eee me Nmeya 





TOP OF BEAM 






















































































tan 
TIAA le al 



































Pott 
ro 























SEeeeerieG: 






































100 125 








150 


175 200 225 250 


PERCENTAGE OF REINFORCMENT 


Fig. No. 3. 
57 





the allowable stress in the steel, with this important proviso 
—that the allowable compressive stress in the concrete is not 
exceeded. This allowable stress will not be exceeded if the 
percentage of steel is kept below the value as determined by 
equation (4). It will be seen from equation (4) that if we 
assume a value for (f) equal to 16,000 pounds per sq. in., and 
also values for (m), that curves can be plotted showing the 
relation between the percentage of the metal and the compres- 
sive stress in the concrete. 


In Figure 2, page 56, these curves are shown for values of 
(m) equal to 10, 12 and 15 and based on a stress in the steel 
equal to 16,000 pounds per sq. in. 


From these tables it will be seen that if the percentage of 
steel does not exceed 1 per cent. for good rock concrete, there 
is no danger of the concrete failing by compression. 


The factor (kd) in equation (7) is the distance between the 
center of compression of the concrete and the center of the 
steel. It depends entirely for its value on the position of the 
neutral axis. From the equation (3) it is seen that the posi- 
tion of the neutral axis is dependent entirely on the percen- 
tage of the reinforcement and the values of (m). 


Again assuming (m) equal to 10, 12 and 15, in equation 
(3), curves as shown in figure 3 on page 57 are drawn showing 
the position of the neutral axis for various percentages of 
metal. From these curves the value of the factor (k) are 
readily obtained and are shown properly plotted in the same 
figure. An inspection of these curves will show at a glance 
that for all ordinary practical percentages of reinforcement 
this factor (k) does not vary appreciably. It reduces to a 
value equal to .86 when the percentage of metal equals 1 per 
cent. For all lower percentages of metal its value is greater. 
It is, therefore, a very safe assumption to reduce our equa- 
tion (7) to the following simple formula:— 


RM = .86 0 As f [8] 
or for f =16,000 pounds per sq. in. 
RM = 13,760 d As [9] 


For isolated beams the percentage of reinforcement must 
not exceed 1 per cent for good rock concrete. This does not 
apply to beams with double reinforcement and T beams, 
which will be treated later. 


58 





IPI LER BS IE GIO MEMO IMAGEN AGE SAR TEI Tb (ONO) WME VEIN OY 


Double Reinforcement 


In the case of isolated beams, when the percentage of tensile 


- reinforcement exceeds 1 per cent., it is customary to provide 


compressive reinforcement to take care of this excess. The 
formulae for design of beams with double reinforcement, as 
ordinarily presented in text books, are so complicated and 
involved as to be of little practical value. The following 
method of determining the amount of compressive reinforce- 
ment is simple, direct and accurate. 

Assume an extreme fibre stress of 750 pounds per sq. in. 
It will be necessary to place the compression steel at some 
distance, usually about 1/10 d, below the top of the beam, and 
the compression in the concrete at this plane will be, say 600 
pounds per sq. in. As m = 15 the compression in the steel will 
be about 9,000 pounds per sq. in., or somewhat more than 
one-half the allowable stress of steel in tension. From this it 
is seen that for each square inch of reinforcement in excess of 
the allowed percentage in an isolated beam, there should be 
provided about 1.75 sq. in. of compressive reinforcement. For 
this purpose the most convenient steel possible is the center 
sheared Kahn Trussed Bar, the web members of which bind the 
bar securely into the beam and resist every tendency to buckle. 

The neutral axis in the beam remains in the same location 
as in the simple beam, as the allowable unit stresses are the 
same, and the location of the neutral axis is determined by 
equation (2). The steel in compression being placed above 
the center of compression in the simple beam, the value of the 
factor (k) would tend to be increased, so that equation (9) can 
be used with perfect safety in this case. To summarize:— 

In the case of isolated beams, in which the percentage of ten- 
sile reinforcement exceeds 1 per cent., provide compressive rein- 
forcement equal in area to 1.75 times the excess area of tensile 
reinforcement. Then design by equation (9). 

In no case should the total area of steel in compression exceed 
75% of that in tension. 


T Beams 


When beams or girders are built so as to form part of a 
floor construction, the floor slab will act with and may be con- 
sidered part of the same. In the construction of such a floor 
the concrete in the beam and slab must be placed continuously, 
so that the two will be perfectly united. 

In the design of ‘“T’’ beams there are four considerations, 
which govern the width of floor slab, that may be considered 


59 


KC ACH ANGE Se YES 15 Vi OR aah el ear OUR Cele Dam GiOmNmGe eben 





as acting as the compressive flange of the beam. It is assumed 
in this discussion that sufficient steel has been provided in 
tension and that the beams are spaced sufficiently far apart, 
so that the spacing of beams will not determine the width of 
slab available. With these assumptions the four points in the 
design, each of which must be investigated and satisfied, are: 
(See figure 4.) 


bl 
ia — 

ir 

fuokie 










Shear along the plane m n. 

2nd. Shear along the planes mo and n p. 
3rd. Span of beam as affecting width of T. 
4th. Strength in compression. 





Fig. No. 4 & De 


In regard to the first three of these considerations it is 
possible to make a complete analytic discussion, but the prac- 
tical results of such an analysis are alone of value to the 
designer. The following conclusions are sanctioned by good 
authority and conservative practice. 

Ist. In order that the beam shall be safe in shear along 
the plane mn the width of slab computed as compression flange 
should not be greater than 5 times the width of the beam, i. e., 

b' must not exceed 5b. 

2nd. b' must not exceed b + 10 td. 

3rd. b' must not exceed 1-3 of the span of the beam. 

4th. The width of flange necessary for compression is de- 
pendent on the ratio of the area of the tensile reinforcement in 
the bottom of the beam to the rectangular area of concrete bd. 

The table given on page 61 shows the width of flange neces- 
sary in the terms of the width of beam, for various percentages 
of reinforcement and ratios of slab depths. This table is based 
on the following theoretical analysis: 

Extreme fibre stress in concrete in compression, ¢ =750 
pounds per sq. in. 

Tensile stress in steel = 16,000 pounds per sq. in. 


m =15. e - 

From equation 2, pz 5 LE PEE 
juation 2, page 55 f ti 

Solving, x =.413. 

The stress at lower edge of slab -= c 


60 





Te Ss 0D COIN GR E-T. BE sS TE EXLa GC OlM Piaunaan 





Ratio of Width of ‘‘T’’ to Width of Beam Required for 
Varying Percentages of Steel and Depths of Slab 





Maximum Compression in Extreme Fibre = 750 Pounds per 


square inch. 


Stress at Points Equidistant from Neutral Axis, same at all 


Points of T. 












































R Ct) f PERCENTAGE OF AREA OF STEEL, (A), TO RECTANGULAR 
acath ne AREA OF CONCRETE, (bd). 
Slab to 
depth of |- - - ——_____ 
Steel 1134 [14 |134 | 2 |2%4 [234 23413 [3% [344 Ia |'4 
| | | 
05 2.0 | 3.4 | 4.6 
10 |1.7 |23/2.9 13.5] 41 | 
AE: ieee || TES | PAZ I eis | Seco eed | 
20 Uae) LO 2.L 2.) | 2:5. | 3.2) 8.0. |. oS 174.2 
as WI Tbe PAG) | 2.3 | 2.6 OR OAL Om LOcSalesal 
30 oe AGM O Mee 2 Ue 2e4ale Oe 103. Ou tou oO OmmoroMEael 
35 13 O18) eA PA Yel) PR Wai) ere! | whl) Bee | Ze 
40 Vootden Ps WO0ines F265) 2.8 13.1 13.491 3:6 13.04) Aur 
AL Smeg LOS ho Mod | OO 2.8") Soo lco4 leo Goitg Ooh 4el 
| eee Ae! 
b 
NOTE:—For all ratios greater than .413, —— has same value as 
b 
given for .413. 
b 
NOTE:—Table gives values of —— 
b 


See Figure 4, page 60. 
ee ee ee ee 


61 


K ACH NES SAYES ele DelVies OTe REINFORCED CLOUNE GIRTES ers 





¥. . 
Total compressive stress = 











= Spat 4 (b’-b) aa td. 
Total tensile stress = nine p bd, 
1 
Equating and solving for 2 
32,000 p-cx 
be al prea 
b ~ ct 
a 
Substituting values of ¢ and x above. 
baa 1 4_ 32,000 p-310 
ba (.826-t) 1816 t, 


When the lower edge of the slab falls below the neutral axis, 
the analysis of the beam is the same as for a simple beam of 
width b! and depth d. 

An inspection of the table will show that, under ordinary 
conditions of design, the slab will supply sufficient compressive 
reinforcement. In case it does not, steel must be provided in 
compression, as indicated under design for ‘‘Double Reinforce- 
ment,’’ page 59. 

As the center of compression in the T beam will be rela- 
tively higher, or equally as high, as in the simple beam, the 
equation for moment of resistance for a simple beam may be 
used safely in the design of T beams, i. e., 

RM = .86f Asd = 13,760 Asd: 

The designer will readily see that shear plays an important 
part in beam design and that shear reinforcement must be 
provided. This shear reinforcement should be rigidly con- 
nected to the main tension member, so that its stress may 
be transferred directly to this member. The Kahn Trussed 
Bar, with its rigidly connected diagonals, accomplishes this 
result in a simple, adequate and economical manner. 


Design of Beam Limited by Compression in Concrete 


The theory of design for beams, presented up to this point, 
has been based on a safe working stress of 16,000 pounds per sq. 
in. in the steel in tension and an extreme fibre stress of 750 
pounds per sq. in. in the concrete in compression. It has been 
shown that where the percentage of tensile reinforcement is 
less than 1 per cent. the compressive stress will be less than 
750 pounds and therefore need not be considered. 


62 


——— ——— 


PT RPULAI SEE DISCLOCN CRs BOT CE SOT EE LG O MPa 





« 

In the previous discussion, where more than | per cent. of 
reinforcement is required, the extreme fibre stress is limited to 
750 pounds, either by the use of compressive reinforcement or 
by making the beams T section. 

On rare occasions, in the case of isolated beams and floor 
slabs, the percentage exceeds | per cent. and it is not found 
practical to use either of the two alternatives just mentioned. 
Under such circumstances the moment of resistance of the 
beam is limited by the extreme fibre stress (750 pounds) in the 
concrete, irrespective of the stress in the tensile reinforcement. 
The moment of resistance is then determined by equation (6) 
page 55, 1. e.: 


x cexbd? = Cael 
RM = (1 =) : = (to) 7 = 


The table given on page 64 gives the computed value of the 
moments of resistance and position of neutral axis for various 
percentages of reinforcement, based on this formula. 

The designer should remember that it is usually decidedly 
uneconomical of material to design so as not to fully develop 
the strength of the steel reinforcement. Such a design should 
be avoided wherever possible. 








Section of Shipping Yards at our Youngstown Shops. 
68 


K A ANS S GS TEMAS OPES REET ING HE OER. GES me GeOeN Cale cilae 








a 
Moments of Resistance of Beams 


When the design is limited by the compression of the concrete 
and the full tensile strength of steel is not developed. 











| MoMENT OF RESISTANCE 
Reimfovecweus Values of X. Depending on | Depending on 
Area of Steel | Area of Concrete 

/ | f 
1.1% 0.4327 | 12620 dAs | 139 bd? 
1.2% 0.4464 11880 dAs_ | 142 bd? 
1.3% 0.4592 | 11220dAs | 146 bd? 
14% 0.4712 10640 dAs_ | 149 bd? 
1.5% 0.4825 | 10120 dAs 152 bd? 
1.6% 0.4932 9660 dAs | 155 bd? 
1.7% 0.5033 | 9240 dAs 157 bd? 
1.8% 0.5129 8860 dAs 159 bd? 
1.9% 0.5220 8510 dAs 162 bd* 
2.0% 0.5307 | 8190dAs 164 ba? 
2.1% 0.5389 | 7890 dAs 166 bd? 
2.2% 0.5468 7620 dAs 168 bd? 
28°, 0.5545 | 7370 dAs 170 bd? 
2.4%, 0.5617 | 7130 dAs 171 bd? 
2.5% 0.5687 | 6910 dAs 173 bd? 
2.6% 0.5755 | 6710 dAs_ | 174 bd? 
2.7% 0.5819 | 6510dAs_ | 176 bd? 
2.8% 0.5882 | 6330 dAs 177 bd? 
2.9% 0.5942 6160 dAs 179 bd? 
3.0% 0.6000 | 6000 dAs 180 bd? 








Columns 3 and 4 give equal values for moment of resistance. 
Note in column 8 the decreasing tensile stress in the steel and the 


consequent loss in economy. 


Where percentage is 1% or less, RM = 13760 d As. 





64 





te UMN a DECCOLN GR Rul: Si TE EL, COM Pitan 





Shear in Reinforced Concrete Béams 


The vertical shear at any section of a beam is the reaction 
at one end minus that part of the load lying between the end 
and the section. It is shown in mechanics that at any point 
in a beam the vertical unit shear is equal to the horizontal 
unit shear. 


NEUTRAL AXIS 


Fig. No. 5. 

The distribution of the shearing stresses on the vertical 
section of a beam of homogeneous material is shown in figure 
No. 5. It will be noted that the shear varies as the ordinates 
to a parabola with the maximum shear at the neutral axis and 
equal in magnitude to 3/2 the mean unit shear. 

The distribution of shearing stresses on a vertical section 
of a reinforced concrete beam is shown by figure No. 6. The 






Deformation Tension ana Horizontal 


Compression Shearing Stress 
Fig. No. 6.—Distribution of Horizontal and Vertical Shear. 
shear distribution in the beam of homogeneous material is 
similar to that of the reinforced concrete beam, except for that 
portion of the curve below the neutral axis. As no tension is 
considered as acting in the concrete there will be no change in 
the intensity of the horizontal and vertical shearing stresses 
below the neutral axis, whereas in the beam of homogeneous 
material the intensities vary as shown by the figure. 

In the flexure of a simple beam the upper fibres are com- 
pressed and the lower fibres are stretched in amounts propor- 
tionate to the distance of these fibres from the neutral axis. 

From the above it is evident that at every point of a beam 
there exists a horizontal and vertical shear and also a longi- 
tudinal tension or compression. 


65 


KAHN*SYST EMS OPS GE! NO RCE De G OWN CR Bile 





By combining the bending moment stresses with the 
shearing stresses at the various points in a beam lines of so- 
called principal stress are drawn as shown in figure No. 7. At 





Lies Oh Te/71S116. SIT CSS. ~~~ — — n= — 


; : 
S ” # Compressive Stres§ ————— Ny 
4 Fig. No. 7.—Lines of Stress in al{Beam Under Flexure. ‘) 


the center of the span the tensile and compressive stresses are 
horizontal; but as the ends are approached the lines of tensile 
stress incline upwards and those of compressive stress incline 
downwards, so that at all points away from the center of the 
span these stresses have both horizontal and vertical com- 
ponents. The horizontal components reach a maximum at the 
center of the span and the vertical at the ends. 

It will be noticed from the above figure that the lines of 
tension stresses incline up and away from the center at an 
average angle of 45 degrees, while the lines of compressive 
stresses cross these tension lines at right angles and incline 
down toward the ends of the span. 

If the fundamental idea of reinforcing the concrete for 
tension is carried out, it is evident that steel members travers- 
ing the lines of principal tension stresses must be included in 
the design. If these members are to carry stresses they must 
be connected to some part of the structure that is capable of 
receiving it. The main tension member in the bottom of the 
beam provides such a connection, and it is only natural that 
this main tension member be utilized for this purpose. The 
web members of the Kahn Trussed Bar are rigidly connected 
to the main bar so that there can be no slipping at the connec- 
tion. These web members extend up into the compressed 
area of the concrete and the upper portion is gripped and held 
in place not only by the adhesion to the concrete, but also by 
the thrust in the concrete acting at right angles to the axis of 
the web member. A complete truss is thus formed with ten- 
sion flange of steel, compression flange of concrete and steel 
tension diagonals rigidly held at either end. 

Merriman in his text book on mechanics gives an expres- 
sion for maximum diagonal tension as t= 4s+ py 44s?+v?, 


where “‘t’’ is the diagonal tensile unit-stress, ‘‘s’’ is the hori- 
“e ” 


zontal tensile unit-stress existing in the concrete, and “‘v’’ is 
the horizontal or vertical shearing unit-stress. The direction 


66 











eRe Oss EOE COON CR EST BOOS TEED. COM Pad ona 





of this maximum diagonal tension makes an angle with the 
horizontal equal to one-half the angle whose cotangent is Ys. 

If there is no tension in the concrete, this reduces to tv; 
and the maximum diagonal tension makes an angle of 45 de- 
grees with the horizontal, and is equal in intensity to the verti- 
cal shearing stress. 

When the diagonal tensile stresses developed becomes as 
great as the tensile strength of the concrete, the beam will fail 
by diagonal tension, provided there is no metallic web rein- 
forcement. The accompanying cut gives the typical form 
which this failure takes. As the value of the maximum 
diagonal tensile stress developed in a beam is, by equation 
(t='4s+y/42-+v?), dependent upon the horizontal tensile 
stress developed at the same point, it is difficult to compute 
its actual amount. The best method seems to be to compute 
the horizontal and vertical shearing unit-stress, and make all 
comparisons on the basis of this value. 





Bessemer Steel, High Carbon, Deformed Bar. 

See report of Boston Transit Commission, June 30, ’04. 
Fracture showing method of failure, due to shear, which occurs almost invariably 
when horizontal reinforcement alone is used. Steel stretched only to its elastic limit. 





Beam Reinforced with Kahn Trussed Bar. 
See Eng. News, vol. L. p. 349. See Eng. Record, vol. 48, p. 465. 
Note that when tested to destruction the steel pulled in two. 
Ultimate strength of steel developed. 


67 


KAHN OS YS TEM OR SRIEINE OR CE DG ON CK Exe 





Pieces Under Direct Compression 


Unhooped Columns 


In combining steel and concrete to resist compression, 
theoretically the load is borne by the two materials in a ratio 
determined by their relative modulii of elasticity. With this 
ratio 1 to 15 and a safe stress in the concrete of 500 pounds 
the steel will carry 7500 pounds per square inch. The natural 
disposition of this reinforcing steel is near the periphery of 
the column. In this position the reinforcing steel will take 
up whatever secondary stresses may occur caused by the pos- 
sible eccentric application of the applied loads, or by unequal 
settlement of the footings. 


The longitudinal reinforcing rods consisting of Rib Bars 
should be stayed at intervals of 12 inches with No. 3 (44 inch 
diameter) wire extending around the column. 


Columns loaded unsymmetrically, and especially corner 
columns, should be figured with lower unit stresses. On 
account of the monolithic nature of construction it is some- 
what difficult to say just what eccentricity a certain loading 
gives. In outside columns there is, undoubtedly, an eccentric 
load, and this should be provided for in the design by allowing 
a lower fiber stress. 


Least width of column should not exceed 1/15 of its unsup- 
ported length. 


See page 116 for safe loads on square columns. 


Hooped Columns 


Hooped columns, as developed by M. Considere, consist 
of a number of longitudinal bars arranged on the circumference 
of a circle with a steel band wrapped around these bars in 
spiral turns, varying from 1 to 3 inches apart, depending 
upon the design. This form of reinforcement increases the 
compressive strength of the concrete greatly and enables it to 
withstand much greater deformation and unit stresses. Con- 
sidere shows that plain concrete under compressive stresses 
tends to fail by splitting longitudinally and bulging laterally. 
By enclosing it in a spiral wrapping of sufficiently small pitch 
the lateral bulging is resisted and the concrete will not only 
stand higher stresses without failure, but will also undergo 
much greater shortening. For a theoretical discussion of this 
subject the reader is referred to ‘‘Experimental Researches on 


68 





Teo gs trie. O WNoCeRTE 1 ESOT. Eyl GC OUM) Payne 


Reinforced Concrete,’”’ by Armand Considere, published by 
the McGraw Publishing Co. under date of 11906. 


The table on page 117 is based upon the theory as devel- 
oped by Considere. This theory is outlined by the following 
formula: 

Bea wie +m Fe(As + 2.4 As!) 

Where P=safe load on column. 

F.=load per sq. in. on net section of core. 

Ac=net area of concrete inside of hooping. 

modulus of elasticity of steel. 
modulus of elasticity of concrete. 

As =Total area of cross section of vertical rods. 

As'=area of cross section of imaginary vertical rods having 

same quantity of steel as the hooping. 

The following values are used in figuring the tables: 

He=—790 Ibs. 

m9. 

Least width of column should not exceed 1/15 of its unsup- 
ported length. 





in 





Shop-made Column Hooping (See page 24). 
69 


KAHN SYS TEM OR VEEN? ORG ED COW GRE WE 








Bending Moments 


Reinforced concrete differs from the ordinary types of 
building construction in that it is built continuous and mono- 
lithic. For this reason, girders and slabs must be designed to 
a large extent as continuous structures and provision must be 
made to take care of the negative bending moments occurring 
at the supports. This is done in practice by inverting Kahn 
Trussed Bars in the top of the concrete over the support. 


It will often be found that in order to make the construc- 
tion perfectly continuous in accordance with the accepted 
theory of continuous beams, the negative bending moment 


over the support will exceed the positive bending moment at 
the center of the span. 


Theoretically, for beams uniformly loaded, the proper 
requirements in regard to strength will be satisfied when the 
bending moment at the center of the span plus one-half the 
sum of the negative bending moments at the supports is 
equal to W1. 

8 


W =total uniform load on beam; 1 =span of beam. 


The steel and concrete must be properly designed to take 
care of the bending moments at all points. 


It is often found impractical, however, to design beams for 
perfect continuity, but authorities are agreed that a certain 
amount of continuity may be figured on. 


_The bending moments adapted in the various tables of 
this publication are purposely made conservative to prevent 


misuse and do not represent the minimum standards of good 
practice. 


Rectangular Floor Slabs 


When aslab is built in, or freely supported on four sides, 
the loads are carried in two directions to the supports and 
the slab is reinforced accordingly. Let, 


A=longer span of panel. 
B=shorter span of panel. 
M=Bending moment for slab supported on two sides only. 


70 


te ReO Ss) EoD GOON RE TE S TRE L CO M PeINey 





Then the bending moment for longer span—- M and 


B4 
A4+B4 
ae ees eae 

the bending moment for shorter span=a4 1 Ba M. 
The greatest bending moment will always be that for the 
shorter span. The curve shown below indicates the value of 


these two factors for varying proportions of length and breadth 


of panel. 
leeds 
i ae 
































i++ 
= 
a 
serecrae 










































seaaee 

ane 
EEE 

Sisinear 

Setrsce 

‘E 

= 

see 


nae 









































SBS 
nee 
Es — 
= 
ae 
net 

Si 

[| 


Sree 
I 
a = 
as =o 
Sista aceetsaroreteee cs 


Pq 
seeze 
ee 














2 
ey 

= 

a 
== 

= 
oe 
IN] 
IN 
ia 
zea 

B4 

A4+B4 











A4 
A4+B4 














Big 
iia 
i 
a) 
: 
ea 
fiscal 
EY} 
a 
= 
= 
3 
iG 








ETP 
ana peaae 
Secees 
| | 

z 
as 
BB 
en 

= 
ext 
=oone 





fe 
== 
eH 
oa 
S55E5 


|] 
= 
a 
aS 
= 
fal 
a 
ae 
= 
= 
= 















VALUE OF 
N 
=: 
: 
= 
VALUE OF 



























































































































































































= 
=~] 
aE 
=| 


10 tl 2 LS 14 LS 16 \7 


VALUE OF OST 





71 








K A.HN 





Se Yi Sal, EoMe \OLF re R EEN FOR (GED. GOUNsG RE noe 


‘Sulpjing waysdhs uyRy vB JO UOT}IaI0 DY} UT Sosejs 
SNOMeA BUIMOYS ‘OMA ‘OD 10}0JY plOY 1e BuIpyng 1004-Ggg jo UOTIONAIsUO_) 





Co ORME P em Nana 


Y 
4 


C 


iin Cara Se Ho) 


INGE) al feUD: IEMA” BY IR IRIS AE 





‘aqBIOOssy ‘AIIMA UIQ =" Oo9ITYIY ‘uYyey Jeqry 
‘9J9INUOD, pao1OjulayY WojsAG uyeY ‘97a ‘osnoyY JOMOY ‘AIOPLY ‘BUIP[ING uoeNSTUIWpYy 


“YO, ‘Woseqd ‘Wwuryig ‘soig ospoq 














KAHN SYSTEM OPSREIN FORCED “CONC REsiep® 


*qooqyory Burstaredng ‘10j]Aey xouyy soure[ ‘sIopjing “ouy “OD aay ArueyH *f 
“YSBS [9221S Pou JO SMOPUIA\—e}o1NUOD Pad10fUIOY Wo}sAS UYeY IING 
>) ‘q ‘uo uryseM ‘SuIAeIsUy pue Suu jo neoing 





*s~OTYOIY ‘sUeID 2 SsO][oyy ‘UPyUeY ‘QJoINUOD peAOJUIDY Wie}sAS UYeY 
‘ssurpjing Arozei0qe’y ‘ainqnosy jo Jusutjredaq] JUSUUTIAOL) *S */) 


Baga aes 





74 


GS ORME Raa SNgeYa 





coker rn ee) INR BE Tb S\ PoE Es, 





“SpOOPI WIV ‘uByeue TP 2 sug ‘9J91INUOD, PedIOfuloyY Wla}sAS uyeY jo ynoysno1iy} yng 
"TN ‘Aug onuepy ‘JoIox wroyussg-y8nos0q yep 





75 











K AH Ne ASOYS TAM GORE PNP O R COED COON G RIE poe 








Lake Superior Iron & Chemical Co., Manistique, Mich. 
' Hy-Rib Concrete Sidings and Roof. 








Merchants’ Storage Warehouse, Des Moines, Ia. 
Kahn System Reinforced Concrete. Wetherell & Gage, Architects. 


ek as 


SED CONG RET ER” S Tek eI, CoO at Prd y 





“The Daylight Store’ of Owen & Co., Detroit. 


Kahn System Reinforced Concrete. Albert Kahn, Architect, Ernst Wilby, Associate. 


OREN GER E SIRE 


Y 
4 


ED anG 


= 
4 


OC mee Rete ON SE OPRAG 


Saye Sele eel 


KAHN 





“SSUIPIS PUP SJOOY 9}JoIDUOD qry-AH 
“WOTIC “OD JOJOJ, PAO ‘sJOOY, YIOOT MeS 








‘sJOOY PuUv SBUIPIS aJaINUOD qnRy-APF{R—sIOWUOPY pu SMOPUTAA IOF YSeS [2903S peuUy) ~ 
‘jue[g UMOSSUNOX IANO ye A1OJOR AIOIS-9UG ‘WYsyAeq ‘UTIpopy 


A A NN RE NT A RE 





Teka Ss eG ON GRE TES TEE LOC O-M Pathe 





*SPOUYOIY ‘W197S 2 posexy 





“UUIT, “TN 3S 


. . ‘ 
AN 9snoe. 


“IIB T 9781S BJOSQUUTI 


‘ 


‘OJOINUOD P2dIJOJUIaY W3shS uyey yng 
pues purity ‘AeMITeIS 


‘aJaINUOD ps10juoy wash uyey yng 


ISS ‘AUSIOATU) ASNIVIAG ‘WUMIPeIS 





K AHN SY Sel Devi SO tee Ree TEN eri OPRIG Ee ae Cu OPN s CERSEs lees 








Kahn System Flat Ceilings, Dodge Bros., Detroit. 
No projecting beams or brackets. United Steel Sash for Windows. 





Flat Ceilings (Kahn System), Continental Motor Mfg. Co., Detroit. 
Albert Kahn, Architect. Ernst Wilby, Associate. 


80 


FRUSS ED CcO°N@ RIE-:T:E STEEL GOM P ANY 








Flat Ceilings, Burroughs Adding Machine Co., Detroit. 
United Steel Sash for Windows. 





Kahn System Flat Ceilings, American Electrical Heater Co., Detroit, Mich. 
Also United Steel Sash. 


Albert Kahn, Architect. Ernst Wilby, Associate. 


81 


KAHN SYSTEM -OFSREIN FOR CCEDUIG ONG Kelohee 








Storehouse, Portland Railway, Light & Power Co., Portland, Ore. 
Kahn System Flat Ceilings with Brackets; also United Steel Sash. 





Standard Furniture Co., Herkimer, N. Y. 
Kahn System Flat Ceilings with Brackets; also United Steel Sash. 


82 


tee we Hee CO NsC-R Ee 7 EO S68 E Evi CG OM PrAaNen 








Floredome Construction, Mt. Tabor School, Portland, Ore. 
Thomas Jones, Architect. 





Flat Ceilings of Floredome Construction, 
Packard Service Building, Los Angeles, Cal. 
Parkinson & Bergstrom, Architects. F, O. Engstrum Co., Contractors. 


83 


KAHN YS YOST) EOVE OSES KOE ION TOURS CAE D an Gaui Ge Re Lie ee, 





Simple Centering for Floretyle Construction. 
Woodward-Clark Building, Portland, Ore. 
Doyle, Patterson & Beach, Architects. 


84 


TER iene eG OUNG GR Bak 8h ELE L7G O Mi Ped eNey. 











Floretyle Construction showing work partly concreted and underside 
before plastering, Fidelity Building, Cedar Rapids, Ia. 


8d 


KAHN SYSTEM, OFRVREIN FOR GERD COW a he te 











Kahn System Cantilever Slabs, D. Sommers & Co. Building, Indianapolis. 
Robush & Hunter, Architects. 





Kahn System Cantilever Slabs, Flanders Building, Detroit, Mich. 
Albert Kahn, Architect. Ernst Wilby, Associate. 


86 


Pee Wee GkOoN GR Bvt) EY S°T ER Eile G O M:P Aevey 











Reinforced Hollow Tile Floors—32 Feet Spans for Girders and Beams. 
Packard Motor Car Co., Detroit. 
Albert Kahn, Architect. Ernst Wilby, Associate. 





Kahn System Solid Concrete Slabs‘and Intermediate Beams. 
White Garage, San Francisco. 
McDonald & Applegarth, Architects 


87 


KAHN SYSTEM ~ORS RET N FORGED COUN GRE TSE 











Kahn System Girders with spans of 74 feet 8 inches, 
Foundry of Williams-White Co., Moline, Il. 





55-foot Spans, built Kahn System Reinforced Concrete. 
Plant of Geo. N. Pierce Co., Buffalo, N. Y. 


Lockwood, Greene & Co., Architects. 


88 


TRS es he PCVOMNGGe Rel dT (BY SIE Bef “Co O°M WPareNey 








Bulk Soda Storage Bin, Solvay Process Co., Delray, Mich. 
Kahn System Reinforced Concrete 
C. E. Herbert, Engineer 





Coal Bins, Diamond Crystal Salt Co., St. Clair, Mich. 
Kahn System Reinforced Concrete 
Weil & Shaw, Engineers 


89 


KASHON® S<Y-S°T ESM" (O FRE TIN EO RG EAD CONIC Ree 








Explanation of Tables for Floor Slabs 


The tables for Floor Slabs, pages 91 to 106, are computed 
for Bending Moments equal to 1/10 wl’. To take care of this 
partial continuity, reinforcement must be provided in the 
top of the slab over the supports, equal in area to 14 of the 
area of the steel in center of thespan. Greater Cana can 
be figured on by using a smaller Bending Moment at the 
center and increasing the top reinforcement over the supports 
to take care of the increased negative Bending Moment. 
For slabs which merely rest on supports, the Bending Moment 
should be taken at a4: wl’. In all such cases, where the 


Bending Moment is —— ie (Ik, having any value) the safe live 


loads carried by the slab will then equal: 


= x loads in table + (Ga — 1) x weight of slab per sq. ft. 


In this way the tables may be used with any value of Bend- 
ing Moment. 


The loadings given in tables for slabs are safe live loads 
per square foot. The full dead weight of the slab has been 
deducted in every case in preparing the tables. All slabs are 
computed for stress in steel of 16,000 pounds per square inch. 


All floor slabs should have a thickness equal to at least 
1/30 of the clear span. 


The tables given indicate only general types of design. 
Other arrangements of reinforcement, hollow tile, Floretyles, 
etc., will suggest themselves and can be readily computed. 
Our engineers will be glad to suggest the most economical 
construction in each individual case. 


Note that we have not given any tables for flat ceiling 
designs of solid concrete. In this type of construction each 
individual building must be analyzed separately, so that 
general tables are unsatisfactory. Our Engineers have had a 
wide experience in flat ceiling designs of all types, including 
solid concrete, terra cotta tile, Floretyle, etc., and will gladly 
make specific suggestions for any definite construction. 


90 


Teun ehs a GOON GC. RoE? ESS TE BEAL CeO/M Peienen 








Spacing of Bars in Inches for Various Safe Live Loads 
Per Square Foot 


4” Slab 14’'x114” Kahn Trussed Bars, Area = 0.41 sq. in. 



















































oe SPAN IN FEET 

if | | eigeet 

fe | | 18.3 | 149 | 

a | 19.4 W/-15,3" |§12.4 | 

a | 1G. Oe alos 10.6 | 

“ey 18.9 | 144 | 11.4 

Ae? tre | 1 BoM ae 
sie 6 | tse 10 
250 ive (Gea | aaa 

300 ey |) aoe | taal AUS: x 0.41 x 16000 
350 12.8 9.4 Speirs ne Spacing ering 


416” Slab 14’’x114” Kahn Trussed Bars, Area = 0.41 sq. in. 





SPAN IN FEET 









8 9 











































18.5 

el Gee 
14.4 
13.0 

e) 

9.3 
8.2 | 














Maximum Spaci 


See explanation of tables page 90. 


91 


~ Minimum Spacing = 10.9” 


18 |—98 








bl BiMoeaee 





R. M. =0.86 X3.75 X0.41 X 16000 


ng = 16” 





K AHN SY STEM @O PRE TN POR CE DCN G Repo 





Spacing of Bars in Inches for Various Safe Live Loads 
Per Square Foot 


5” Slab 16’’x116” Kahn Trussed Bars, Area =0.41 sq. in. 


| 


SPAN IN FEET 



































Load in 
Pounds 6 | 7 8 9 10 11 12 | 
| | | 
50 | 18.0 | 15.1 | 
75 27a Te to ou 
100 18.5 | 15.0 | 12.4 | 10.4 | 
125 16.0 13.0 | 10.7 | 9.0 | 
150 VFS ote 14:1 ol O14 ee oa alee 
175 20.8 | 15.9 | 12.6 | 10.2 8.4 
200 18.8 | 14.4 | 11.4 9.2 | 
250 | 21.5 | 15.8%) 12.1 |) 9.6 wl 
300 18.5 | 13.6 | 10.4 | 8.2 B.M. =o 
350 16.2 | 11.9 | 9-1 
400 14.5 | 10.6 | 8.2 | R. M.=0.86x4.25 x 0.41 x 16000 
500 tee 2m Cea | Maximum Spacing = 16” 
600 10.1 74 Minimum Spacing = 9.7” 








6” Slab 14’x114” Kahn Trussed Bars, Area =0.41 sq. in. 



































ye SPAN IN FEET 
Re ME poi melon caked Geir gee keh se 

50 | | 16.8 | 14.4 | 12.4 | 10.8 

75 | | 16.7 | 14.0 | 11.9 | 103 |_ 8.9 
100 1723) 14-2 ebay 10,2 |_ 8.8 | 7.6 
125 18.6 4-15,1 8)12,50) LOAM SO peveee 

150 | 16.5 113-4 We 1 LO Wy .Gay e720 

175i lS | 148 | 12.0) 9.9 |. 83 | 7.2 | 

200 17.0 | 13.4 | 10.9 |_9.0 | 7.6 

250 CS ab eed ere wh 
300 12.5 | 9.8 | 8.0 B.M. = 
350 10.0 |ues- 7H aeRO R. M. =0.86x5.25 x 0.41 x 16000 
400 9.8 77 | Maximum Spacing = 16” 

500 8.1 6.4 | Minimum Spacing = 7.8” 


See explanation of tables p. 90. 


92 


TeRavryo 6. CONGO ROE TE: So R EL COM Page 





Spacing of Bars in Inches for Various Safe Live Loads 
Per Square Foot 


7” Slab 34’’x2,,’" Kahn Trussed Bars, Area =0.79 sq. in. 








SPAN IN FEET 
Load 
in Pounds 


Sm O10) 11 | 12/18) 14°) 15 | 16 ale 














125 18.4] 15. 
150 16.5] 14.2 
175 | | 17.5| 14.8 
200 | 19.0 15.9 13.6 
250 19.5, 16.1| 13.6 11.5) 
300 17.0 14.0] Lis 
350 18.6 15.0] 12.4 

400 16.6 13.5) 11.1 

500 | 17.4 18.8) 11.2 

600 14.9] 11.8 | 

800 11.5] | 








12.9 


1th 


























wl 


1by. M. ee ee | 
10 


R. M.=0.86x6 x 0.79 x 16000 


Maximum Spacing = 16” 


Minimum Spacing 13.2” 


— ——— ———!' 


See explanation of tables p. 90. 


93 


KA AON SS YeSl, ESM OFF REBT ING Pe ORRIG ESD =e GORNECoR aE ele) 





Spacing of Bars in Inches for Various Safe Live Loads 
Per Square Foot 


8” Slab 34’’x2;'’ Kahn Trussed Bars. 


Area 


— 05/9 SQaiii. 




























































































Cogan SPAN IN FEET 
Pounds Ss = 
6k 27 gio melon Cit aad Searuel 3 | 14 
250 18.2} 15.3 | 13.0 | 112 
300 19250150 gS aes eO5 
350 174 N41 9: [iO 
400 19.0 | 15.3 | 12.7 | 10.6 
500 19.9 | 15.8 | 12.8 | 10.6 | 
600 17.1-| 13.5 | 10.9 | 
800 17.3 | 13.3 | 10.5 | 
1000 14.2 | 10.9 | 
1200 | 16.3 | 12.0] 9.2 | 
1400 | 14.1 | 10.4 | 
Uosdtin SPAN IN FEET 
Pounds 1 
125) 13.95) 014 oil We LG gilenl Times eh noe 
eS et meen ia is ems eh) aS pees 
50 | 18.0) 16.1 | 14.4 | 13.0 
75 17.4 | 15.4.) 18.7 | 12.3 | 11.1 
100 | | 17.2 | 15.2 | 13.4 | 12.0 | 107 | 
125 | 17.6 | 15.3 | 13.4 | 11.9 | 10.6 
150 183/15. 1381 194 [07 
175 16.6 | 14.3 | 12.5 | 11.0 | 
200 17.97).15.2 |"13: TRAIL |°10.0 | 
950.) 16:3} 13.0.) 410 sea 
wl? 
Maximum Spacing = 16” B. M. = “10 


Minimum Spacing 


Lae 


R.M.= 0.86 x 7 


x 0.79 x 16000 





See explanation of tables page 90 


94 


IeR ews heel ONG Robe TNE STE EL ChO°M P AlNoYy 





Spacing of Bars in Inches for Various Safe Live Loads 
Per Square Foot 


10” Slab 34’x2;5"" Kahn Trussed Bars. Area = 0.79 sq. in. 
SPAN IN FEET 




















































































Load in —_——-—- ae a 
Bounds WeOuecehes 9° 102}'11 12 [1g 9) tae 
125 | | 17.7 
150 16.1 
175 16.9) 14.8 
200 | 18.1, 15-6) 13.6 
250 | | | 184 15.6 13.5) 11.8 
300 | 16.2| 13.8) 11-9) 10.4 
350 | | 17.2) 14.4] 12.3] 10.6] 9.3 
400 oe 18.8| 15.5) 13.1| 11.1|_9-6| 3.4 
500 | 19.5] 15.8| 13.0] 10.9| 9.3| 8-1 
600 | | 16.8] 13.6 11.2, 9.4. go) 
800 | | 16.6] 13.1] 10.6, 8.s[ 7.4 
1000 fee 7.5) 113°7|110.8|03:7/0 
1200 20.6) 15.1 11.6} 9.2 
1400 | 17.9] 13.1] 10.1] 7.9 
Pee: SPAN IN FEET 
Ponads 16 geiveyis | 19°) 20 21 | 227) 23 124 25 
50 17.7) 15.9| 14.4] 13.1] 11.9 10.9] 10.0|_9.2 
75 17.3) 15.4| 13.9] 12.5] 11.4| 10.3'_ 9.5] 8.7) 8.0 
100 17.4 15.4) 13.7 12.3| 11.1] 10.1] 9.2[ 8.4 
125 15.6| 13.8] 12.3] 11.1] 10.0] 9.1] 38.2! 
150 14.2} 12.5] 11.2) 10.1] 9.1] 8.2 
175 13.0 11.4} 10.2/ 9.2] 8.3) 
200 11.9] 10.6] 9.4 8.5) | 
250 10.3, 9.1| 8.2 | 
300 Olpeithiel pau 
350 pst eees ; 
E : wl? 
Maximum Spacing = 16” B. M. =7o— 
Minimum Spacing =9” R. M. = 0.86 x 9 x 0.79 x 16000 





See explanation of tables page 90. 
95 


KAHN SYSTEM OF RETNFOR GED “CON GRETS 


Spacing of Bars in Inches for Various Safe Live Loads 
Per Square Foot 


12” Slab 34’’x2,3;"" Kahn Trussed Bars. 
SPAN IN FEET 





Area = 0.79 sq.in. 










































































Load in 
Coeki 8 | 9 10 deta 2n) 18a) dda) isa lom iz ts 
75 | 16.8 
100 16.9, 15.1 
125 17.3) 15.4] 13.7 
150 15.9) 14.0) 12.5 
175 16.6) 14.6| 12.9} 11.5 
200 17.7| 15.4] 13.6] 12.0) 10.7 
250 17.9| 15.5] 13.5] 11.8| 10.5] 9-3 
300 15.9| 13.7] 11.9| 10.5} 9.3] 8-3 
350 16.8] 14.3] 12.3] 10.7| 9.5] 8.4|_74 
400 | | | 18.2] 15.2] 13.0] 11.2} 9.7} 8.6) 7.6] 6.8 
500 | | 18.6| 15.3] 12.9] 11.0] 9.5) 8.2] 7.2| 6.4 
600 19.8 16.0, 13.2] 11.1| 9.5) 8.2] 7.4] 63 
s00 | | 15.6 12.6) 10.4] 8.8| 7.5[ 6.5, 5.6 
1000 ‘| 16.3 12.9, 10.4! 8.6|° 7.2[ 62] | 
1200  |14.0/11.0) 8.9 7.3] 62 
1400 | 12.1] 9.5] 7.7| 6.4 
SPAN IN FFET 
Load in 
Pounds —_| 19 | 20 | 21 | 22 | 23 | 24 | 25 | 26 | 27 | 28 | 29 
Se es hes Shan a ate a 
50 | 17.1) 15.4] 14.0) 12.7 11.6 10.7; 9.8] 9.1] 8.4) 7.9|_7.3 
75 15.1] 13.6 12.4| 11.31 10.3, 9.5} 8.7| 81| 7.5| 7.01 6.5 
100 | 13.6| 12.3) 11.1] 10.1] 9.3, 8.5, 7.8|_7.2] 6.7| 
125 ‘| 12.3) 11.1) 10.1] 9.9) 8.4} 7.7| 7a] 6.6 
150 (112 10.249.9)58.4)-27:71007.) || 65s Wi eae 
175 | 10.4| 9.4) 8.51 7.7| 7.1 6.5! | 
200 | 96 sel 7.9) 7.9) 65 
250 8.47.6 6.9 6.3) | | 
| | | | 








.M. 


10 


Maximum Spacing = 16” 
Minimum Spacing =7.2” 

R. M. = 0.86 x 11 x 0.79 x 16000 
See explanation of tables page 90. 


96 


TRUSSED CONCRETE STEEL COMPANY 





Safe Live Loads in Pounds per Square Foot for Slabs 
Reinforced with Rib Metal 














3-Inch Slab 314-Inch Slab 
| MESH SS ee eee aa as 
Span : a Span |__ Loe MESH ; 
in | ane : ‘os : re : : 
Feet | 4 5 6 ‘ 5 Feet | 3.1.4 1-5 | 6 | 7 8 








_ | 


732] 539) 412) 345] 290] 248 
454| 330} 255] 206] 170] 144 
309| 222) 169] 134] 109} 90 
148} 110| 84) 66) 53 
152] 104, 74) 55) 41] 31 
111) 73) 50\. 34) 23 


3 | 824) 652 | 537 | 455 | 394 
4 | 447| 351 | 286 | 240 | 206 
5 | 27212 | 170 | 140'| 119 
6 179F 1364 107 le. Sze) 671 
6 12216590.) 69" 4545) 243 
8 85) 61) 45 |. 33°) 95 


© CONT Or 
bo 
— 
— 




















4-Inch Slab 14-Inch Slab 
MESH MESH 


i 











x 
00 
o 
WwW 
ise 
or 
ne 
. 


Feet 3) 4 5) 6 





4 | 856) 630) 494) 404) 339] 2811] 4 | 978] 720) 566) 462/ 398} 333 
5 0581 386 299 241 200 169] 5 | 606} 441) 342) 276) 229) 194 
6 | 354} 253) 193, 153) 124] 103] 6 | 406| 291) 22 
7 | 248) 174) 130 981 79] 63| 7 | 284] 199] 148| 114; 91) 73 
8 | 179) 122) 88 65) 49| 37] 8 | 204! 140) 101] 75) 57] 43 
951-131) 86" 59) 41) 98; 191 9 150| 99| 68} 48) 33] 23 
10 O71 Glieeo 24 | 10. } 111\}' °70|)* 45} .29 | 
11 70) 41] 24 11 83| 49] 28 
| 12 61] 32) | | 


~) 

~) 

S 
4 
io | 
om 
— 
_ 
Oo 
i 
fa 
ce 


























5-Inch Slab 6-Inch Slab 
: "MESH 








= MESH — 

Span Se ae a Span | aoe EP 

in 9 : . S| = ; wae Nie = = wets, ; 
Feet 2 eS ea iat | yale) eee | PAW ay |e tay) 18 th | fs! 





| | | / | | 

1682/1 101811/637)521438376 4 20: 57 1347 i988 (780/638: 538.4: 58 

L056 684 .498/386/312/258'219 5 |1292 837] 610) 474 383 318): 269 
714) 456/327|250/198|162)134 6 877) 561 40: 3 308 244 199 165 


OO NT OS Or > 














| 510) 320/225/168/130/103) 83 7 | 625 393/277 207,160 126)102 

| 376, 231 158/114 85 65) 49] 8 | 460) 283194141)105 Bobet 
9 | 285] 170/113] 88| 55| 39| 26] 9 | 349, 209/139] 96] 68, 48) 34 
10 | 219 126} 80) 52} 33) 20) 10 | A a reat 2: 
11 | 171) 94) 56 32) 17 11 | 210] 116] 69| 41] 2 
12 | 134) 69] 37] 18} | 12 | 165} 86) 47} 23 
13 | 105) 50} 22! 13 | 130] 63) 29] 

| Wee ie iis ait 14 | 102) 44 aes 

15 80} 39 











B. M.=1/10 w 1”. Stress in steel = 16,000 pounds per square inch. 
See explanation of tables page 90. 
97 


KAHN SYSTEM OF TRETINFORGED CONCRETE 





Safe Live Loads in Pounds per Square Foot for Slabs 
Reinforced with 4-Rib Hy-Rib 


(See also Table Below.) 



























































Thickness Gauge Moment SPAN IN FEET 
of Slabs No. of resist- 
above 4-Rib ance per = 2 ae 
base of Hy-Rib| foot of | 
sheathing width 3 4 5 6 76 g OE LOw eel 
1 thick 28 965 Ole 
slab 26 EDS 93| 48] 27 
24 1540 128) 68] 40 
11” thick 28 1838 LOAN ie 4 ole co 
slab 26 2205 186} 96) 56} 33 
24 2940 254] 134! 80] 50 
PB Awe k 28 2675 222) 115) 65) 38 
slab 26 3210 271! 1438) 83] 50} 30 
24 4280 370] 198] 118} 74 i 
216” thick 28 4125 | 350] 184} 106) 65) 40) 24 
slab 26 4950 | 42€) 227) 134) 84) 54! 35 
24 6600 578} 312) 188] 122) 82) 56 
3. thick 28 | 6150 | 533/ 284) 168] 106] 68) 44) 27/ 
slab 26 7380 647| 248) 209} 135} 89) 60 39) 24| 
24 9840 874| 476} 290] 192) 130) 92) 64) 44 
3%” thick 28 7275 633] 338} 199] 127} 8&2) 53] 33] 18! 
slab 26 8730 768| 414) 248} 161} 107) 72} 48) 30) 
24 11640 /|1038] 566] 344} 228) 156)110|) 78} 54) 38 





Maximum Spans for 4-Rib Hy-Rib as Centering 


To support various thicknesses of wet concrete. 


use temporary supports 





Gauge of 





4-Rib mes 
Hy-Rib 1” 

. | 
No. 24 Oe) 
No. 26 Al 
No. 28 Se Le 


See page 26 for description 





1 i 
2 RO 
SB y 
3° or 


THICKNESS OF SLAB 


For greater spans 











Ad 216" Oe | 34” | Att 
edd aE ON DE TO $4 CREA | is 5 
0” 9! g” 9! 6” 9! 4! | 9! 9" 
g!’ | 9! 6” 9! oth oI 1" 1’ 11” 


| 





of 4-Rib Hy-Rib. 


98 


tReet ONG RE. 6S TCE Bie COM PPARN Y 





Safe Live Loads in Pounds per Square Foot for Slabs 
Reinforced with Deep-Rib Hy-Rib 


(See also Table below) 











Thickness | Gauge | Moment x ene = 
of Slabs | No. of resist- SPAN IN FEET 
“eae | Dee ance per - y = ——— 
ase O Ri foot | -F . ~ Q |4< 
__ sheathing | Hy-Rib}| of width 4 ie 2 | 6 ‘ 5 9 10] 11 |12 
2 " thick 26 3680 | 168} 99] 61] 39] 
slab 24 4100 190} 112} 71) 46) 
22 4520 | 211) 127] 81] 53] 
216” thick 26 | 4560 | 207) 122) 76} 48] 29 
slab 24 6090 2 elidioiel teller emo 


Do 7080 | 339) 206! 134| 90] 62 





3 ” thick 26 5790 266) 15 
y) 


| 98} 62} 39 
slab 24 7710 366) 22 


143} 95] 64) 43! 


‘ 


tes] 








22 | 9630 | 466] 285] 188] 128) 89] 63] 
| ae 

316” thick 26 | 7000 | 323] 191] 120] 77] 49| 30] 
slab 24 | 9330 | 444] 269] 174] 117/ 80] 54] 36 
22 | 11670 | 564] 347) 228] 157| 111] 78) 55 

4 " thick 26 | 8250 | 382] 226] 142' 921 59] 37 











slab 24 10980 524| 318} 206 139} 95! 65) 44 | 
22 13740 667 410) 270 186 131 93| 67| 46) 
rs | | i} 
416” thick 26 9450 438) 260} 164, 107) 69} 43) 24 
slab 24 12600 601; 366, 238 160; 110} 75) 51) 33 


3 
22 | 15750 | 766] 471) 311) 214; 151] 107| 77| 55/37 





























5" thick 26 | 10680 | 496) 295) 187 121 79] 50| 29 
slab 24 | 14220 | 680) 414] 270 182| 125) 86] 59] 38 
22 | 17790 | 866) 533] 353, 242) 171) 123] 89| 62/42 
514" thick 26 | 11880 | 552| 330] 209 136] 89| 56) 33| | 
slab 24 | 15840 | 759 462 301 203 140 97| 66) 43.26 
| 22 | 19800 | 964) 594) 393) 270) 192] 138] 99] 70,49 





Maximum Spans for Deep-Rib Hy-Rib as Centering 


To support various thicknesses to wet concrete. For greater spans 
use temporary supports. 















Gauge of | THICKNESS OF SLAB 
Deep-Rib | 2) ae 5 ee PLE eS aS . 
Hy-Rib Qu 216" | Ba R14" | 4’ 416! 5M 514" | 6” 


No. 22 |5’6"|5' 0” 
Won e4 ae 04g” 
NOn Ome as 10"7 











4’ 6” | 4’ QI 3/111” 37 9” 3/ aT 37 4” }3/ 9” 
SOA oe Oda Oi oe bs Mo Cee deal eae al Oe 
ae gx | Bt ote: | Bes 134 PRAAS Oe Oe eye Res aoe 6/’ 
See page 26 for description of Deep-Rib Hy-Rib. 


99 








K A HON, S:*YS(T EeMe OF RR E TSNGO Be Cre De Geena kb alae 


Safe Live Loads in Pounds per Square Foot for Square 
Panels of Steel Floredome Construction 
of Various Thicknesses 


6” Dome ++ 8” Dome + 10” Dome-+ | 12 Dome + 





























DEPTH 2”” Concrete 2’”” Concrete 2’’ Concrete 2”” Concrete 
*Wt. of | 
floor in 
naeP 50 60 iad 82 
pr sq.ft 
| he ig z Sigs |S Naar tree | Goals 
ay ay au ao} ad|/ au | ao| cu] ad] ad ay 
P| @ 
S Bi aea| so oo So ow ow ow So Soo Sw ow So 
v Hadid A ime A aa malian Mae aa oa) aaa s 
9 | S1E8/88) 2) 85) 6) 28/85 24)65| 24/88) 64) es 
2 S8 S82 se ¢ | sel| ge se) se galcs galss 
a By Perey erent x Brel. |) AS ast || esky ey |) ee ses || aes Ihe ey |e ey | es 
Z| SSRIS FR] NH |g | oft | ofs04 | oftee | olga | feed | fend | feed | afend 
CRMC icc ope Mice cee memes pcs mes [ok 
Al; PAN] FNAL Al ‘a a“ of X00 VAN £4 S00 RATS NO Agee MO] & Ne 
f(fsee SN) & | ER] SS] Be [SN] SR ER] ER] SS 
mf N a coN taal cON cON oN | cON ooN SS oN aN oN 
| 
8/515|680/833| 1004 1094/1322) 1565)1757|/1920|2160/2460|2570 2920/3360 
9|396|527|644| 781) 849) 1027) 1220/1372)1515|1700/1940 2020 2300/2650 
10/311/418|512} 623) 675) 820) 977)1190)1210|1360)1554|1620)1850/2130 





11|249|336)414| 506) 548) 667) 797) 898) 987 1113|1277|1337 1521/1759 
| 12)/202/274|341| 418) 452) 552) 661| 746) 821) 926)1061|1105 1263/1454 
13}163|225/281| 347| 374| 460] 551) 624) 684| 772) 888} 922)1057|1219 
14/134/187/235) 291) 313) 386) 465, 527| 578) 655) 753) 781) 895)1039 
15|110}157|200} 249) 266) 330) 400) 454; 498) 565) 651) 674) 774) 898 
| 16) 91}1382|/170; 213) 228) 284) 346) 394) 430) 490) 565) 585) 672) 783 
75|111)144| 182} 194) 244] 298) 340) 371, 423; 491) 507! 585) 682 
18) 61} 94/123} 157) 167| 211) 259) 298) 324] 370) 4380| 443) 514) 600 
19} 50} 79|104) 135} 143) 182} 226] 260} 283} 324] 377| 386] 458) 525 
| 20} 40} 67) 90} 118] 124) 159) 198} 228) 250) 287) 333) 344] 400} 470 
| 21) 31] 55] 77] 102/. 105; 138] 173) 202) 218} 251) 296] 302] 354] 418 
| 22} 25} 46) 66] 89} 92| 122) 154; 180) 195} 225) 266) 270| 317| 374 





SPAN IN FEET 
— 
~I 











| 23]...| 88) 55}. 77; 79) 105] 134) 158] 171} 198) 235} 240} 282) 335 

| 24)...| 31) 47; 66) 67) 92) 119) 140) 151) 178) 211} 212) 250) 299 

| 25|...| 25! 40} 57) 57) 80) 105) 125] 134] 158) 190} 190} 226} 272 
26 33} 50 
































Visi 50| 71} 94) 112) 120] 142) 171) 171] 205] 246 
| / | | | | | 


Joists are 4” wide at base and spaced 2’-114” c. to c. in both directions. 


Safe Live Loads for Rectangular Panels are equal to one-half the sum 
of loads opposite each span in above table. For instance: Panel 8 x 16 
feet, 6” Dome + 2” Concrete, reinforced with 4%” x 14” Kahn bars. 

Safe live load per sq. ft. = ae = 303 lbs. 


*Weight of floor given above does not include weight of ceiling. 
See page 18 for full description of Floredome construction. 
See explanation of tables page 90. 


100 


Ihe Oo Pen CAR bel Ee Soi) Ebi °C OM: P AaNey 





Safe Live Loads in Pounds per Square Foot for Steel 


Deptu 


*Wt. of 
floor in 
pounds 


per sq.ft) 


6” Tyle + 
2’ Concrete 


| 





8” Tyle + 
2’” Concrete 


46 


10” Tyle + 
2’’ Concrete 


Floretyle Construction of Various Thicknesses 





12” Tyle + 
2’”’ Concrete 


on 
oO 





Reinforcement 


SPAN IN FEET 
= 
~I 





144x114” Kahn Bars 





3¢’’ Rib Bars nested 
4/'x114%" Kahn Bars and 


, 
1 
7 





| 16’’x114” Kahn Bars and 


NN 


213) 295) 355 
160} 224] 271 
121| 174] 212 
93) 136] 168 
72) 108} 135) 
55 86 109 
42) 69| 88 
Sisal a7 
22| 43) 58 
33) Ag 

25| 37 

29 

23 





4/’ Rib Bars nested 


| 16’x114” Kahn Bars and | 
144” Rib Bars Nested 


| 34x23 Kahn Bars 














| 34x23: Kahn Bars 
| 34/’x2 3," Kahn Bars and 
| 34” Rib Bars nested 


3| 467) 574) 679 
337| 359| 444) 527 
282) 351) 419 
226) 282| 338 
2| 230| 276 
8) 189 228 
156 191 
100 131. 160 
82) 109! 135 


91] 115 
VUGO7 

| 64} 82 
36 53| 70 
28| -44| 59 
22} 36| 50 
29| 42 

23) 34 

28 

22 











| 34/’x23/’ Kahn Bars and 
14’ Rib Bars nested 








| 34’x233”’ Kahn Bars and | 
3¢’’ Rib Bars nested 
34/’x2 33/’ Kahn Bars and 
146” Rib Bars nested 
| 34’’x2%,’’ Kahn Bars and 
| 5g’ Rib Bars nested 


34’/x2 35," Kahn Bars and 
| 


14’’ Rib Bars nested 
34/’x2 3” Kahn Bars and 
54’ R b Bars nested 
| 34’’x23%,’’ Kahn Bars and 
34’’ Rib Bars nested 





OO 
NS 

) 
We) 
eo) 


9 1060 
654| 732) 829 
520] 582) 660 
421] 473) 538 
346| 389] 443 
287| 324| 369 
240| 273] 312! 
203| 231] 266 
172| 197| 221 
147| 168) 196 
125| 145] 169 
107| 125} 146] 
92) 107| 127] 


78| 93] 110] 
67; 80] 96 
57| 69| 84 


48) 59) 72 
40} 50) 63 
33] 42) 54 











1123/1268) 1444 


874, 992)1130 
697, 794) 905 
567| 645| 739 
467, 534) 611 
389] 446| 513 
328| 377) 434 
279| 321] 371 
238] 275} 320 
205| 238] 277 
176, 206) 241 
152) 179| 210 
132) 156] 184 
115 136] 162 
100 119) 142 
87 105| 126 
74| 91) 111 
64) 80| 97 
55| 69) 86 

| 














All joists are 4” wide at base and spaced 2’-0” c. to c. 


DaVice—s ly LOswale: 


*Weight of floor given does not include weight of ceiling. 


See page 19 for full description of Floretyle Construction. 


See explanation of tables page 90. 


101 


KA HON SSSYCSel EE Vig OSE me Rew ON: PAORRGCLE Dm GaOnNE Caiveb mie: 





Safe Live Loads per Square Foot for Hollow Terra Cotta 
Tile Floors of Various Thicknesses 


Reinforced with 14’’x114"’ Kahn Trussed Bars 














































Meee ae | Shir se | 2 Some Sonne 
+8 [48 +8 | +8 |+8 [+8 +8 |+8] | [+8 |+8 
og ond | od } od vag |og v og og v veg | od 
DEPTH | AO moO l}mO |mO aie) =O b= | te ke) 40 r= =e: =O 
}BO | BO | BO | B&O | BO | BO q BO | BO & &O | RO 
[aa [a |S4 [ON fom |S |] S [SH [SNH] HY [AN IAN 
| = a = = re _ 
a ———— | - —_—_—___—_ — ; ————— 
Weht. of | | | | 
floor in | 38 | 50 | 47 | 59 | 56 | 68 } 4 | 68 2B 88s) rb a eT 
per sq. ft. | | | 
Spacing |< 16 UEC. to = 











_ 6 | 378, 464] 565 651] 752 852| 938 1024/1039/1125 1211 
| 612} 672| 732| 747| 807| 867 


297) 340) 398) 442) 456) 499 542) 557) 600) 643 














25 256| 303) 335| 349] 380| 412] 427| 458) 490 

| 10 | 112) 135] 173) 196] 235, 258] 272) 295| 319| 334] 357| 380 
< | 11 | 86, 103) 135| 152} 184, 202) 216) 233) 250] 265] 282) 299 
a 12 66} 78} 106) 118} 146° 159) 173/ 185) 197| 212| 225) 237 
z | 13 59] 83} 92] 116, 125] 139] 148) 157| 172| 181] 190 
z, | 14 | 44] 65] 71| 92) 98) 112) 118] 124) 130] 145) 151 
a | 15 | 32] 51) 54] 73] 77; 91) 95] 98) 113] 117) 121 
| 16 39) 41) 58} 59| 73| 75| 77| 92| 94 96 
tak, 29| 29] 45) 45| 59] 59| 59] 74| 75] 75 
18 45) 44| 59] 58| 57 
42 























See explanation of tables page 90. 


102 


TOT TO! ISAS TIDY ONIN, (GTR TS IE IH AY IE TIN IE ONO AVE DE 2h IN OW 





Safe Live Loads per Square Foot for Hollow Terra Cotta 
Tile Floors of Various Thicknesses 


Reinforced with 146’’x114" Kahn Trussed Bars 
































| | | 
| v v| o a) o| @ | Go sony | @ v 
| 4 2/13 /}13] 13/13) @ | 19 J4e | 42 
Ibe) ESI TS (TE) te) ts | Th (TS Its) ts 
DeptH | og Vis | wa os | wla.| wo o | we | og a | o's |) ere 
LiiCm ee OME hOmlilOml rs oul rtio. iit she [Pon hsb. I aROMMEseO 
[60 | &O|80|G0} 80/60] & |} G0}60] & 180] GO 
aS = || SS | SSeS = See eSES Sy (Seales 
Seer dated) ete eeoey dos: | an | o On }on] AN [ANH] AN 
| | | re pa i r= na = 
Mette ine oT | co cf 1 oa 
Floor ‘2 & &( td KQ = | XD) > ) 
Aedes ieee OL end I 71 |p di | 70 | 82 | 68 | 80 | 92 
Per sq. ft. | 
Spacing V7 Cato Cs 








4 | 606 | 700 | 780 | 793 | 874 | 950 | 964 |1046|1128 
2 | 429 | 498 | 555 | 568 | 624 | 679 | 693 | 748) 804 
3 | 314 | 368 | 408 | 421 | 461 | 501 | 515 | 554] 594 
5 














? 
9 | 135 | 164 | 205 | 236 | 279 | 308 | 321 | 350 | 378 | 392 | 421} 450 
10 | 102 | 123 | 157 | 180 | 215 | 236 | 249 | 270 | 291 | 305 | 326] 348 
e.| 11 | 77| 98 | 122 | 136 | 167 | 184 | 197 | 211 | 226 | 240 | 255} 271 
1) 12 | 59] 70| 94 | 106 | 131 | 143 | 156 | 166 | 177 | 191 | 202) 213 
c | 13 52| 73| 81] 103/111 | 124 | 131 | 139 | 153 | 160] 167 
Zia 38| 56| 61} 80] 86] 99 | 104 | 108 | 122 | 127] 132 
eal 164 43| 46] 62| 65| 78] 81] 84) 98] 100] 103 
< | 16 | 31| 33] 48| 49] 62] 63] 64] 78] 79] 80 
wi | 17 | 36| 35| 48| 48| 47] 61! 60] 60 
18 | [aod 37) 35) 33 1e47 454s 
19 | | 210) B51 We2iaapO 


























See explanation of tables page 90. 


103 


KAHN SYSTEM. OF (REINFORCED CONCRETDS 


Safe Live Loads per Square Foot for Hollow Terra Cotta 
Tile Floors of Various Thicknesses 
Reinforced with 34/’x2;3," and 114"’x214”" Kahn Trussed Bars 

































































34’ x 23; BARS > 1x24" 
| | 
SB RS anne roe ie el eo nee io ieee 
+8) 48/48/48) +8 +8) +8 | +8) +E | +8 | +e 
Derma | 28 | $8198) oe ge | ee) ee [ies Mes ee) ee 
HO | HO} BO} BO HO BO | HO HO }| BO BO | HO 
Weight of | | | | 
_ Floor r Yop} od ‘ my 
in’ Poundsl "DO, |. OSan 1S St OS) 1) L041) Glan) 7 leah: scan O2 mim Os 
_Persq. ft.) Z Lett a a ssah!! Z oe 
Spacing |<——16’’C to C——>| 15” PRY es L742 Gitar >| 18” 
| 
8 | 686] 887/1090 1293 1374] 1595] 639| 827) 1018] 1208) 2167 
9 | 528) 687| 845/1003) 1065| 1238} 492; 638) 786) 935] 1687 
10 | 416] 543] 669) 796; 844} 983] 387| 504) 621) 739} 1347 
11 | 334] 437| 540] 643) 681] 795} 309] 404] 499] 595] 1094 
12 | 271) 357| 441) 526) 556] 651| 250) 329) 406| 485| 902 
13 | 222} 294) 364) 436) 459) 539] 204| 269) 334) 399) 752 
14 | 182] 244| 303) 363! 383] 451) 167| 222] 276| 332) 634 
15 | 152| 204) 254) 306 321] 379] 188) 185} 230] 277; 538 
16 | 127] 171] 214] 257, 270| 320/ 114| 154) 193] 233) 460 
ft. | 17 | 106] 144| 181) 218) 228) 272) 94 128] 161] 196) 395 
| 18 | 88] 121) 153) 185} 193) 231) 77| 107; '185| 165] 341 
f | 19 | 73} 101} 129) 157; 163] 197} 63] 88] 113] 138] 295 
4 | 20]! 60] 85 109 133° 137) 167) 51 73| 94 116 256 
> | 21 AoW 71 ODIs 11S L16h 142 5Ol 77] 97 222 
a 22 39] 58] 76) 95) 97] 121 | 48) 63| 80] 192 
wn | 23 | 47| 63} 80) 80! 101 | 38! 51| 65 167 
24 38] 52) 66) 66! 85 29} 40} 52] 145 
25 | 42) 54) 53! 70 | 30} 41} 125 
26 33] 43) 41] 57 Sipe lar 
27 | 341 31) 45 | 92 
ese: 78 
29 | | | 65 
| 
| 
si Tile | Tite 
BMS ig | Tite 
10 | Rage | Edge 


See explanation of tables page 90. 
104 


IE OV OS SS IB IBY GOIN AG, WA ARV RIE IRIE IE, OO! VE IRAE I Ne 


Safe Live Loads per Square Foot for Hollow Terra Cotta 
Tile Floors of Various Thicknesses 


Reinforced with 14’’x114” and 34"’x2;3,"" Kahn Trussed Bars 
Spaced Alternately 
























































| | 
I CS a ee 
eee a ere aired Phe Ee eae 
DEPTH | we; vs | Le Ze Ze | 2s | Le Ee “8 
Sot ee eng . Be ace cee |e 
| +R | SH | om | don | me | oa | SN | AN | AA 
‘Weight of | | Cee 
mounds p00 N47 | 59 | 56 | 68 | 66 | 78 | 75 | 87 
Per sq. ft. | | f 
Spacing Be ———— lO Ge toues > 
| 7 | 447] 583 | 678 | 787 | 880 | 987 | 1080 | 1189 | 1282 
| 8 | 353] 435 | 505 | 589] 658 | 740] 809| 893/ 961 
| 9 | 267 | 334 | 3871 454] 505 | 571 | 623] 690| 741 
10 | 206 | 262 | 302] 357 | 396) 450] 489 | 544 | 584 
11 | 163 | 208 | 239 | 285.| 316 | 360 | 391 | 437/| 467 
12 | 129 |. 167)) 191.| 231 | 255 | 292 316] 355.| 379 
-,| 13] 103 | 135] 154] 188 | 207] 239 | 258) 291 | 310 
Pe 4a Slee IOmM 12h el 5S | 169 }) 1974) 9212) $2408) 255 
153) > 64) 904) 101-4 128 | -138%|- 163-|.174| 200) 211 
7 | 16 73 | 82 105] 118 | 186 | 144| 167! 175 
Si alr 60| 66) 87| 93! 113] 118] 139| 145 
il 18a SIE T ial 75) SOB 407 Wl 1O we l20 
a | 19 | De Aisie ose Glal 77). 79.\ee 97, 99 
20 | es ee ize 48. 2 G34 64 (bse Si 
Bt | | Beal Sl eS aol eNO me CS 
22 | BO P28 fr 41 S894 5845 
23 a2, lees20nn e420 
| 24 32| 29 
wl 
B. M. = 
10 





See explanation of tables page 90. 


105 


KV ATH ONS SAYaS (GSE SVE OCP MERSERIBNGHEOURG GRE mas Oa ORN GG aire melita 





Safe Live Loads per Square Foot for Hollow Terra Cotta 
Tile Floors of Various Thicknesses 


Reinforced with 16/’x116” and 34’'x2;3,"" Kahn Trussed Bars 
Spaced Alternately 



























| 
uv 3) vo | oO 3) 
Bere eae eee 
Derm | 25 | 28) 28 | 28 | 28 
HO HO HO HO HO 
Zraa ¢ dice awk eo eu en Patines billets 
Weight of a 
in PoondeleaD lee eu GOmumoo ala! 
Per sq. ft. ul . ii 
Spacing | So oe ee A 7/CC foi 
| 7 | 446 | 544 | 635 | 734] 821 
| g | 329] 405 | 472] 548] 612 
| 9 | 250] 310] 361 421) 469 
10 | 193 | 242 | 280 | 330 | 366 
11.) 151") 191) 2228962 12200 
12-7110 We b6Sele (77a ee O38 
H} 13 O44 12390 142A a1 ise 18s 
fa | 14-1 rail OOM N114 0) mete omin 159 
Fr! 15- | 58 SO) 2028 elated 2s 
ae AP | 65) 74{| 931] 100 
Aa By D 51 59 76 80 
et iy 46 | 61) 64 
ND} 49 | 35 | 49] 50 
20 BS) 188 
21 29 | 28 
22 
23 





See explanation’of tables page 90. 








106 











| 10” Tile + 

















Vv vu | 3) vo 
| a se ea: 
5 2: Le 2s 
O ati) BU BO 
6] BR | RE | BN 
70 | s2 | 80 | 92 
| | 
921 1008 1109 “1196 
689 | 753 | 830 | 894 
529 | 577 | 639 | 687 
416 452 | 503 | 539 
331 | 359] 402] 430 
267 | 289 | 325 | 346 
217 | 234| 265 | 281 
178°} 191 1) 217 | 230 
146 | 155 | 179 | 188 
120 | 127] 148] 155 
98 | 103 | 122 | 126 
go | 83] 100| 103 
64| 66] 81] 88 
51 | 52! 66] 66 
40 ¥> 391) 52) 51 
30 | 535)) 40a Bs 





TEI AEN NS IS ID) CONCRETE STEEL COMP Vie Nis 











Kahn Trassed Bee 


Note rigidly connected shear members. 



































alee) +t A 





= aaa 


Detail of Framing Reinforced Concrete Columns, Beams and Floors. 


107 


KAHN SYSTEM? OF IREINEORCEDY CONCRETE 








Explanation of Tables of Safe Loads for Beams 


The tables for beams on pages 109 to 115, give the loads in 
pounds, uniformly distributed for all usual spans, based upon 
a fibre stress of 16,000 pounds per square inch in the steel. 


These loads include the weight of the beam, which must be 
deducted in order to arrive at the net load which the beam will 
carry. 

The carrying capacities in the tablesare based on beams freely 
Wi 
oa 

In building construction it is usual to take advantage of 
continuous action and to provide reinforcement at the top of 
the beam over the supports. 

For continuous beams, the Bending Moment at the center 
of the spans may be considerably reduced. If the value of this 


supported at the ends and uniformly loaded; that is, BM = 


Bending Moment is taken ase 


K 
tables must be multiplied by i and reinforcement must be 


provided in top of beams over botly supports at least equal in 


the safe loads given in 


, 


K-8. 
area to- g times the area of steel at center of span. 


Where the area of steel reinforcement exceeds one per 
cent. of the area of the concrete, above the steel the beam 
must be made of T section. This can be readily done by 
using table on page 61 for ratio of width of T to width of beam. 


For beams carrying plastered ceiling, it is found by exper- 
ience that their depth should be at least 1-15 of the clear span; 
where this limit is exceeded there is danger of the ceiling 
cracking. 

These tables show beams reinforced with two Kahn bars 
alone, and also with two Kahn bars with an additional Rib 
Bar bent over the supports. Other combinations of rein- 
forcement will suggest themselves so that any size and condi- 
tion of loading can be readily provided for. Our engineers 
will gladly furnish detailed suggestions on the design of rein- 
forced concrete beams. 

The web members must be bent up at an angle of at least 
45 degrees with the main section and should be of sufficient 
length to reach nearly the top of beam. For standard and 
special lengths of diagonals, see pages 14 to 17. 


108 


HEDGE (ONS SAE, IB KETO) IN! 16: 


RABI ES “TE EBA CO Ale Pe Ae 


Safe Total Loads in Hundreds of Pounds Uniformly ~ 
Distributed for Concrete Beams 





Reinforced with Two 34x23,’ Kahn Trussed Bars 
Area = 1.58 sq. in. 





DEPTH IN INCHES (D) 


















SPAN 
_IN | 
peo 8 10 12 | ieee 18 
| 
2 | E hi é 
z 124 166. | 207 
8 109 145 | 181 217 
9 97 129 161 193 225 258 
10 116 145 174 203 932 
11 106 132 158 184 211 
12 97 121 145 | 169 193 
13am 11 134 156 178 
14 104 124 145 166 
15 97 116 135 155 
16 109 127 145 
17 102 119 136 
18 97 113 129 
19 107 122 
20 | 101 116 
21 | 97 110 
29 105 
23 | 101 











NOTE:—Make Beam of 


D=Total depth of Beam in inches. 


Wl 


Bee 8 


NOPE Wor BM == 


= 
K 


must be multiplied by 















T Section. 


above loads D 






See explanation of tables page 108. 


109 


KoA TONG VSaY (SDE Via OPES Re LONG SOCKS Gs EAD am Gn OmNa Ge RE aier: 


Safe Total Load in Hundreds of Pounds Uniformly 
Distributed for Concrete Beams 





Reinforced with Two 34’’x2;3;"" Kahn Trussed Bars 
and One 34” Rib Bar. Area 2.14 sq. in. 





DEPTH IN INCHES (D) 



































SPAN IN 
FEET | | | j 
10 12 14 16 18 a0 | 22 24 
9 l 174 | 218 | | 
10 157 | 196 | 235 | | 
iG 1499) 176 14 a 2504 
12 L131 164196 229: leona de4 | 
13 | 151 | 181 | 211 | 242 | 272 | 302 | 332 
14 | 140 | 168 | 196 | 224 | 252 | 280 | 308 
15 | 131 1 157], 183 8209 | 235.) 262 4) 7288 
16 | 147 Wes | eye) || Spa Wl) Zar) 
17 ISOM O2 a eel Some OS eee 254 
18 153° 1747) 196. |) 218. 240 
19 | 145 165 186-).207 | 227 
20 PAST) 157 Uy LYT Ole BOG ee 
21 | 149 | 168 | 187 | 206 
22 | 142 | 161 | 178 | 196 
23 | 154 | 171 | 188 
24 | (147 163 1ets0 
25 | 141 157 | 173 
26 | | 151 | 166 
27 | 145 160 
28 140 | 154 
29 | | 149 
30 | | | | | 144 
| 








NOTE:—Make Beam of T Section. 
D =Total depth of Beam in inches. 
Wil 


Bl 3 





al 


NOTE:—For B. M. = ui above loads 


Q 





must be multiplied by a Ke gah 


Oo 


See explanation of tables page 108. 
110 


Po kewmunnere CLOON CORTE TE STE Bi C-Oo Msp Aen 


Safe Total Loads in Hundreds of Pounds Uniformly 
Distributed for Concrete Beams 





Reinforced with Two 11!4’'x214” Kahn Trussed Bars 
Area = 2.82 sq. in. 


























DEPTH IN INCHES (D) 
SPAN IN —— ai = =. 

nrer 12 | 141 16 | 18 | 20 | 22 | 24 26 | 28 | 30 
we | 216 | 259 | 302 

13 199 | 239 | 278 | 318 | 358 

14 | 185 | 222 | 259 | 296 | 332 | 370 | 406 

15 172 | 207 | 241 | 276 | 310 | 345 | 379 | 414 | 448 

16 194 | 226 | 259 | 291 | 323 | 356 | 388 | 420 | 453 
17 182 | 213 | 244 | 274 | 304 | 335 | 365 | 396 | 426 
18 | | 201 | 230 | 258 | 287 | 316 | 345 | 374 | 402 
19 | | 190 | 218 | 245 |.272 | 300 | 327 | 354 | 381 
20 | 181 | 207 | 233 | 258 | 284 | 310 | 336 | 362 
Pal | 197 | 222 | 246 | 271 | 295 | 320 | 345 
ae, 188 | 212 | 235 | 259 | 282 | 305 | 329 
23 180 | 202 | 225 | 247 | 270 | 292 | 315 
24 | 194 | 216 | 237 | 258 | 280 | 302 
25 186 | 207 | 228 | 248 | 269 | 290 
26 199 | 219 | 239 | 258 | 278 
Pe ( 

28 

29 

30 

31 

32 

33 

34 

35 

36 | | 

37 

38 

















NOTE:—Made Beam of T Section. 
D =Total depth of Beam in inches. 


> Wh 
Boo = 3 


Oo 


r 


NOTE:—For B. M. = We above loads 





an K 
must be multiplied by 35 





See explanation of tables page 108. 
111 


K AHN SYS TEM) OF REIN POO RIG ED GaN aR et ee 


Safe Total Loads in Hundreds of Pounds Uniformly 
Distributed for Concrete Beams 








Reinforced with two 114x214”. Kahn Trussed Bars 
and One 34” Rib Bar. Area 3.38 sq. in. 























DEPTH IN INCHES (D) 
SPAN IN : = 4 

oe 14/16/18 | 20 | 22 | 24 | 26 | 28 | 30 | 32 
13 286 

14 266 | 310 | 354 

15 246 | 289 | 330 | 372 

16 232 | 271 | 310 | 348 | 387 | 426 | 

17 219 | 255 | 292 | 328 | 365 | 400 | 438 | 474 | 510 

18 241 | 275 | 310 |-344 | 379 | 413 | 448 | 482 | 517 
19 228 | 261 | 294 | 326 | 359 | 392 | 424 | 456 | 489 
20 217 | 248 | 279 | 310 | 341 | 372 | 408 | 434 | 465 
21 236 | 266 | 295 | 324 | 354 | 884 | 413 | 443 
22 225 | 254 | 282 | 310 | 338 | 366 | 394 | 423 
23 216 | 243 | 269 | 296 | 323 | 350 | 377 | 404 
24 232 | 258 | 284 | 310 | 336 | 362 | 387 
25 | 223 | 248 | 272 | 298 | 322 | 347 | 372 
26 238 | 262 | 286 | 310 | 334 | 357 
oF | | 229 | 253 | 276 | 298 | 321 | 344 
28 | 291 | 244 | 266 | 288 | 310 | 332 
29 935 | 257 | 278 | 299 | 391 
30 297 | 248 | 268 | 289 | 310 
31 240 | 260 | 280 | 300 
32 232 | 252 | 271 | 2901 
33 225 | 244 | 263 | 282 
34 237 | 255 | 274 
35 | 230 | 248 | 266 
36 241 | 258 
37 234 | 252 
38 | 228 | 245 





























NOTE:—Make Beam of T Section. 
D =Total depth of Beam in inches. 
B. M. = wt 

Ss 


NOTE:—For B. M. = " above loads 





ty K 
must be multiplied by a 





See explanation of tables*page_108. 
112 


tek otra VG OWNSC RIE TE ST Em lL 3CeO M Pia We 





Safe Total Loads in Hundreds of Pounds Uniformly 
Distributed for Concrete Beams 









































SPAN IN = - ~~ 

sar i6 | 18 | 20 | 22 | 24 | 26 | 28 | 30 | 32 | 34 
18 285 | 326 | 367 408 | 448 | 
19 270 | 309 | 348 | 386 | 425 | 463 | 502 

20 257 | 294 | 330 367 | 404 | 440 | 477 | 514 | 

21 280 | 314 | 349 | 384 | 419 | 454 | 489 | 524 | 
29 267 | 300 | 334 | 367 | 400 | 434 | 467 | 500 | 534 
23 255 | 287 | 319 | 351 | 383 | 415 | 447 | 479 | 510 
24 275 | 306 | 336 | 367 | 398 | 428 | 459 | 489 
25 | 264 | 294 | 323 | 352 | 382 | 411 | 440 | 470 
26 282 | 310 | 339 | 367 | 395 | 423 | 452 
27 | 272 | 299 | 326 | 353 | 380 | 408 | 435 
28 962 | 288 | 314 | 341 | 367 | 393 | 419 
29 | 278 | 304 | 329 | 354 | 380 | 405 
30 | | 269 | 294 | 318 | 342 | 367 | 391 
31 | 284 | 308 | 331 | 355 | 379 
32 | | | 275 | 298 | 321 | 344 | 367 
33 | 267 | 289 | 311'| 334 | 356 
34 | | 280 | 302 | 324 | 346 
35 | | 272 1294'| 314 | 336 
36 | 286. | 306 | 326 
BY | 978)| 298 | 318 

NOTE:— 


Make Beam of 
T Section. 


D=Total depth of 


Beam in inches. 








WI 
[oy Wh = 
8 
7 z 
NOTE:—For B. M. = above loads must be multiplied by = 


See explanation of tables page 108. 


113 


K AH ONS Yi So ES OFF RAE TT NGIAOTKS GE aD ae GO BNE Cre aiee 





Safe Total Loads in Hundreds of Pounds Uniformly 
Distributed for Concrete Beams 























Reinforced with Two 134’’x234”’ Kahn Trussed Bars 
and One 1” Rib Bar. Area= 5 sq. in. 



































DEPTH IN INCHES (D) 
SPAN IN Sinz ie i ah a ee ant 
Reet ig | 20 | 22 | 24 | 26 | 28 | 30 | 32 34. 36 
| 
18 408| | | 
19 386 | 435 
20 367 | 414 | 458 
21 350 | 394 | 436 | 481 | 524 | 
22 334 | 376 | 416 | 458 | 500 | 541 | 582 
23 | 319 | 360 | 399 | 439 | 478 | 518 | 558 | 599 | 638 
24 345 | 382 | 421 | 458 | 496 | 535 | 573 | 610 | 650 
25 | 331 | 367 | 404 | 440 | 476 | 515 | 550| 588 624 
26 | 353 | 389 |'423 | 458 | 493 | 530 | 565 | 600 
27 | 340 | 375 | 407 | 441 476 | 510 544 | 577 
28 | 327 | 361 | 393 | 426 | 458 | 492 | 524 | 557 
29 | | 349 | 379 | 411 | 444 | 475 | 506 | 538 
30 | 337 | 367 | 397 | 429 | 460 | 489 | 520 
31 355 | 385 | 415 | 445 | 474 | 503 
32 | | | 344 | 373 | 402 | 430 | 458 | 487 
33 | 334 | 361 | 390 | 418 | 445 | 473 
34 | 350 | 378 | 405 | 432 | 459 
35 | | 341 | 368 | 394 | 420 | 446 
36 | | 358 | 383 | 408 | 433 
37 348 | 373 | 397 | 421 
38 339 | 363 | 386 410 
39 354 | 376 | 400 
40 | 345 | 369 390 











NOTE:—Make Beam of T Section. 
D =Total depth of Beam in inches. 


Wl 
B. M. == Q7 
oy Spain z Wil 
NOTE:—For B. M. = above loads 


K 


must be multiplied by 








See explanation of tables page 108. 
114 


TPT AY NS SDE ADE KE SOL IN AG VTE ALI, AS ARTI VE COMOW NYE IP VIE GN 9% 


Safe Total Loads in Hundreds of Pounds Uniformly 
Distributed for Concrete Beams 





Reinforced with Two 2”’x3!4”’ Kahn Trussed Bars 


Area =6 sq. in. 














DEPTH IN INCHES (D) 
SPAN IN 3 ie - 7 rh 
we o | 26 | 28 30 32 34 36 
| | 
25 4g4 | 528 | 572 | 616 
26 466 508 550 093 635 
27 448 489 530 571 612 | 652 
28 432 472 511 50 390 629 668 
29 418 Aneel 408A 531 569° | 607 645 
30 404 440 477 514 950, 87 624 
31 426 462.| 497 532 568 | 604 
32 413 447 | 482 | 516 55. 585 
33 400 434 | 467 500 534 567 
34 421 453 | 486 518 550 
35 409 | 440 | 472 503 535 
36 428 | 459 | 489 520 
37 417 446 476 306 
38 106 | 485 | 464 492 
39 | 424 | 452 480 
40 413 | 440 468 





NOTE:—Make Beam of T Section. 


D=Total depth of 
Beam in inches. 








Wl 
BoM. = —— 
Pa) 

f we Kk 

NOTE:—For B: M. = ue above loads must be multiplied by = 





See explanation of tables page 108. 


115 


KAHN SYSTEM .OF REINFORCED CONGRETE 
Sate oads in Thousands of pounds for Square, 





Stayed Columns of Reinforced Concrete 































































































me 47,6] 4] 6 sjole|s 10 
Rib Bars | 56” | 94’"| 546""| 14" | 34" 1") 14 1346" VG GILG" 
| | 
é oe ees os ee eee 
12 | 83} 88| 89] 93| 96 
ig 100 | 101 | 105 | 108 | 112 
| 14 | 109 |114 | 115 | 119 | 122 | 126 | 130 
| 15 | 123 | 128 | 129 | 133 | 135 140 | 144 147 
16 139 | 144 | 145 | 149 | 152 | 156 | 160 163 | 170 
| 17 | 155 | 160 | 161 | 165 | 168 | 172 | 176 | 179 | 186 
| 18 | 178 | 179 | 183 |186 | 190 | 194 | 197 | 204 
z 19 196 | 197 | 201 | 204 | 208 | 212 | 215 | 222 | 283 | 
2 | 20 | 216 | 217 | 221 ae 232 | 235 | 242 | 253 
g} 21 | 236 | 237 | 241 | 244 | 248 | 252 | 255 | 262 | 278 | 291 
2) 22/ | | 959 | 263 | 266 | 270 | 274 |.277 | 284 | 295 | 313 
2123 286 | 289 | 293 | 297 | 300 | 307 | 318 | 336 | 354 
S| 24 | 309 | 312 | 316 | 320 | 323 1330 | 341 | 359 | 377 
S| 25 | | 336 | 340 | 344 | 347 | 354 | 365 | 383 | 401 
ps 362 | 366 | 370 | 373 | 380 | 391 | 409 | 427 
Pious 393 | 397 | 400 | 407 [418 436 | 454 
B | 28 | | 420 | 424 | 497 | 434 | 445 | 463 | 481 
| 29 | | 452 | 455 | 462 | 473 | 491 | 509 
| 30 482 | 485 | 492.| 503 | 521 | 539 
Eee hes |__| _| 516 | 528 | 534 | 552 | 570 
| 32) NOTE BBA 565 | 583 601 
48 Minimum Vertical Steel= 14%. 586 ae er 633 
| 34 | Middle Heavy Line Faiiates 1% 619 | 630 | 648 | 666 
35 | __ Vertical Steel: 665 683 | 701 
Maximum Vertical Steel = 214% fa Pi a ecores~ 
| 36 | (Steel Carrying 25% of Load.) 701 | 719 | 737 








Above loads commuted by formulae: 

Safe Load =500 (Ac + 15 As.) 

Ac Area of Concrete. As=Area of Vertical Steel. 

Stress on Concrete = 500 Ibs. per sq. in. For other stresses on concrete, Safe 
Loads will be proportional. 

Concrete mixture for columns; 1:114:3—Vertical Steel is stayed every 12 
inches with No. 3 (4° in. diameter) wire, extending around column. 

Least width of Column should not exceed 1-15 of its unsupported length. 

Reduce Loads for eccentric loading, bending strains, etc. 

See page 68 for Discussion of Unhooped Columns. 


116 


Petes i DCO NCR Bel Es '\Supekok. fi C O MePo4_ NY 





Safe Loads Carried by Hooped Columns 









































SAFE 6 

LOADS os S$) 54 = cme ey) 
eae faliede ee gots | 38s 
= O:5 o NO NOs = Oo 
In Pounds SOME OO WZ a> auzQ | amo 

eae Ss = a = aay ce lS dae 

125000 16” 12/7 6 54” Rib Bar 0 314” 
150000 18” 14” 6 54’ Rib Bar ts” Sos 
175000 1824 14” 6 34’’ Rib Bar yl! 2 
200000 20” 16” 6 54’ Rib Bar ts” 3 ee 
225000 20” 16” 6 74” Rib Bar os” Bae 
20” 16” 6 34” Rib Bar fy! PAM 
250000 207 16 6 1” Rib Bar ts” PA 
( 16 6 7%” Rib Bar % BE 
275000 ay 16” 6 NS Rib Bar As | Qi! 
22 18 6 74" Rib Bar a5 be 
300000 2a 18’ 6 Ilys” Rib Bar a” cot me 
18 6 1 Rib Bar 38 roe 
325000 29" 18/7 6 114” Rib Bar 3g 3.4 
: 22" 18” 6 1” Rib Bar i 24" 
50000 22” 18 8 1 Rib Bar 36 QYel 
24” 20” 8 1 ” Rib Bar 5” Sao! 
375000 24 20" 6 114” Rib Bar ae, Saw 
4 20’ 8 1 Rib Bar % Shes 
‘ 24” 20” 6 1” Rib Bar aw 214" 
400000 24 20 6 114” Rib Bar 8% Saad, 
24” | 20” 8 1 ” Rib Bar 34" 214" 
24” 20” 6 1 ” Rib Bar 36! Q 
425000 ts 20” 8 176” Rib Bar at 24” 
4 20 8 1 Rib Bar 86 a) Wh 
450000 24” | 20” 8 114" Rib Bar 36" 2" 
| 26/7 Do" 8 1 ” Rib Bar 34/" 24" 
475000 | 26” 22” 8 134” Rib Bar ae 216” 
| 26 22 8 1 ” Rib Bar 8% Sars 
500000 | 26” 29" 8 114” Rib Bar 36! Sa 
en 24” 8 1 ” Rib Bar Bg" Sue 
525000 26” 22” 10 1%” Rib Bar ye" 2° 8s 
| 28 24 8 11¢” Rib Bar 34 3° 
550000 28” | 94” 10 134” Rib Bar 347 3°” 
28” O47 8 14%” Rib Bar 4g" 2144” 
575000 28” 24” 10 118” Rib Bar 36" 216" 
| 28” | 24” 8 134” Rib Bar 34” 20°" 
600000 28” 24" 10 114” Rib Bar a6l Vt 
28” 24" 8 114” Rib Bar 36" 114” 
625000 | 28/7 24” 10 114” Rib Bar Au 114” 
650000 30” 26” | 10 114” Rib Bar | 34t Qe 
675000 30% | 26” 10 118” Rib Bar 360 Gah 
| 30” he) 8 148” Rib Bar ¥8 7 1%” 

| Q—y/7 9B il ; 3 4! 
foo fie Be | | ueepr |e | a 
750000 30” | 26” 10 144” Rib Bar ag” 116” 
321 28” 10 1144” Rib Bar Serr 216" 
32/ 28” 10 114” Rib Bar ag” Qu 
800000 Sue 28" 10 114” Rib Bar Add 114" 
: esa ee 30" 10 144” Rib Bar 36!" PEG 
850000 =| 34” 30” | 10 114” Rib Bar 3407 ee 
| 34” 30” | 10 114” Rib Bar aa 14” 








| 
| 


Concrete mixture for these columns should be 1:114:3. 

Above table is for hooped columns loaded symmetrically; reduce loads 
for eccentric loading, bending strains, etc. 

Least width of column should not exceed 1/15 of its unsupported length. 

Due allowance must be made for eccentric loading, bending, etc. 

See page 68 for Theory of Hooped Columns. 





SMe 1018 YW 


KSA EIEN, 







OF ERAT N FIORE De. © Oa CG RIEt iam 


Footing Tables 


The tables given on pages 
119 to 121 are for square foot- 
ings. Soil values from 1 to 5 
tons have been assumed, and 
the footings figured for column 
loads from 75,000 pounds to 
600,000 pounds, varying by 
25,000 pounds. 


The tables show the total number 














Vertical of Kahn Bars required in each foot- 
Rib bars Ne Sure ing, half the number being placed 
stays 2c in each direction as shown, 
The footings are figured for a depth 
of footing slab as indicated in tables. 
DETAIL The cap at the foot of the column 1s 
OF STAYED to have a projection C from the face 
COLUMN of the column of 6” for columns less 
PLAN than 24’’ in least diameter and 8” 
where the column is 24” and over. 
The depth of the cap should be twice 
this*projection. 
ih bars Kahn trussed bars in footing 
wired ] 
together a 
ZL LETT TL ARIES SSS Soe Soe iis 
Built up | 
Vertical wire hooping +. 
Ribbars < 
SS : 
DETAIL Met a 
OF HOOPED 
COLUMN PLAN 





Kahn trussed sana In ae 


TYPICAL COLUMN DETAIL 








TYPICAL COLUMN FOOTING DETAIL 
118 





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121 


KAHN? SYS TEM O FRE GON EIO RICE Des G Ona: Kee hers 





Quantities of Material for One Cubic Yard of Rammed 
Plain and Reinforced,’’ 












































PER CEN 
PROPORTIONS PROPORTIONS 50% BROKEN 
BY PARTS BY VOLUME STONE SCREENED TO 
Pe) | UNIFORM SIZE 
$808 3) 
= pas ee Be Pe Bees ee ee) Se Pole, S = g 
on Nee 2 [ho Vad h sa) ssecss Or Wakes B 
¥ Ms sie |) cen i en. Per Cent Bbl. Cu. | Cola 

Ft. | Ft. a é jd.) 1 _¥d. 
1 | 1 1.5 1 BiSUIMED se 99 3.19 | 0.45 | 0.67 
es | i! 2 1 S.5)057.6 75 2.85 | 0.40 | 0.80 
1 eae 5 1 Seek O.5 61 2.57 | 0.36 | 0.90 
1 1st ee 1 5 Sale Lia 51 2.34 | 0.33 | 0.99 
1 ee | 2 1 Balle 100) 93 2.49 | 0.53 | 0.70 
1 15 | 2.5 1 5.7 | 9.5 76 2.27 | 0.48 | 0.80 
1 Looe 3 1 Sipe 11.4. 64 2.09 | 0.44 | 0.88 
1 Loos 1 5.7 |:13.3 55 1.94 | 0.41 | 0.96 
1 (Bae) 1 veil oe 49 1.80 | 0.38 | 1.01 
en od age | 1 ae a 44 1.69 | 0.36 | 1.07 
1 LoS 1 5.71 19.0 40 1.59 | 0.34 | 1.12 
1 2 3 1 7.671) 11.4 75 1.89 | 0.53 | 0.80 
1 2 3.5 tf 7.6-) 13.3 65 1.76 | 0.49 | 0.87 
1 2 4 1 7.6 15.2 57 1.65 | 0.46 | 0.93 
1 Dav) 425 1 7.621017.) 51 1.55 | 0.44 | 0.98 
1 2 5 1 7.6 | 19.0 47 1.47 | 0.41 | 1.03 
1 2 5.5 1 7.6 | 20.9 43 1.39 | 0.39 | 1.08 
1 2 6 1 EG W228 40 1:32 O0.2eset Ld 
1 ez Gries 1 9.5 | 11.4 87 1:72} 0.61) 0.73 
1 leo5 4) 35 at 9.5 | 13.3 75 | 1.62 | 0.57 | 0.80 
1 D5 Pe 1 9.5 | 15.2 66 1.52 | 0.54 | 0.86 
1 2.5 | 4.5 1 9.5 | 17.1 60 1.44 | 0.51 | 0.91 
1 2:5 136 1 9.5 | 19.0 54 1.37 | 0.48 | 0.96 
1 25: 5.5 1 9.5 | 20.9 49 1.30 | 0.46 | 1.01 
1 2:5 tl Oe au al 9.5 | 22.8 46 1.24 | 0.44 | 1.05 
1 2.5 | 6.5 10.5 ees 42 | 1.18 | 0.42 | 1.08 
1 2B neg 1 | 9.5 | 26.6 40 | 1.13 | 0.40} 1.11 
1 3 4 Lewoli za in? 76 1.42 | 0.60 | 0.80 
1 3 4.5 1 oe eval 68 1.34 | 0.57 | 0.85 
1 3 Bie FL 11.4 | 19.0 61 1.28 | 0.54 | 0.90 
1 3 5.5 1 11.4 | 20.9 56 1.22 | 0.52 | 0.94 
1 3 6 1 | 11.4 } 22.8 52 11.6 | 0.49 | 0.98 
1S arb Pairs 947 48 | 1.12 | 0.47 | 1.02 














IPI NOE SS oy A IBY CS COD INE LGW NE ARE IN AB IRIE HE (CO AYE IP adh AY Ye 


Joncrete Based ona BbIl. of 3.8 Cu. Ft. from ‘‘Concrete, 
[Taylor & Thompson. 


*E OF VOIDS IN BROKEN STONE OR GRAVEL 





15% | 40% 30% | 20% 
AVERAGE CONDITIONS GRAVEL SCIENTIFICALLY G RADED MIXTURES 
































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| | 
3.08 | 0.43 , 0.65 | 2.97 | 0.42 | 0.63 | 2.78 | 0.39 | 0.59 | 2.62 | 0.37 | 0.55 
2.73 | 0.38 | 0.77 |'2.62 | 0.37 | 0.74 | 2.43 | 0.34 | 0.68 | 2.26 | 0.32 | 0.64 
2.45 | 0.34 | 0.86 | 2.34 | 0.33 | 0.82 | 2.15 | 0.80 | 0.76 | 1.99 | 0.28 | 0.70 
2.22 | 0.31 | 0.94 | 2.12 | 0.30 | 0.90 | 1.93 | 0.27 | 0.82 | 1.77 | 0.25 | 0.75 
2.40 | 0.51 | 0.68 | 2.31 | 0.49 | 0.65 | 2.16 | 0.46 | 0.61 | 2.03 | 0.43 | 0.57 
2.18 | 0.46 | 0.77 | 2.09 | 0.44 | 0.74:| 1.94 | 0.41 | 0.68 | 1.80 | 0.38 | 0.63 
2.00 | 0.42 | 0.84 | 1.91 | 0.40 | 0.81 | 1.76 | 0.37 | 0.74) 1.63 | 0.84] 0.64 
1.84 | 0.39 | 0.91 | 1.76 | 0.37 | 0.87 | 1.61 | 0.34 | 0.79 | 1.48 | 0.31 | 0.73 
71) |, 0.36") 0.96 | 1.63} 0:34.| 0,92 | 1.48] 0.31 | 0.838. | 1.86 | 0.29 | 0.77 
1.60 | 0.34 | 1.01 | 1.51 | 0.32 | 0.96 | 1.37 | 0.29 | 0.87 | 1.25 | 0.26 | 0.79 
1.50 | 0.32 | 1.06 | 1.42 |- 0.30 | 1.00 | 1.28 | 0.27 | 0.90 | 1.17 | 0.25 | 0.82 
1.81 | 0.51 | 0.76 | 1.74 | 0.49 | 0.74 | 1.61 | 0.45 | 0.68 | 1.50 | 0.42 | 0.63 
1.68 | 0.47 | 0.83 | 1.61 | 0.45 | 0.79 | 1.48 | 0.42 | 0.73 | 1.38 | 0.39 | 0.68 
1.57 | 0.44 | 0.88 | 1.50 | 0.42 | 0.84 | 1.38 | 0.39 | 0.78 | 1.27 | 0.36 | 0.72 
1.48 | 0.42 | 0.94 | 1.41 | 0.40 | 0.89 | 1.28 | 0.36 | 0.81 | 1.18 | 0.33 | 0.75 
1.39 | 0.39 | 0.98 | 1.32 | 0.37 | 0.93 | 1.20 | 0.34 |.0.84| 1.10 | 0.81 | 0.77 
1.31 | 0.37 | 1.01 | 1.25 | 0.35 | 0.97 | 1.13 | 0.32 | 0.87 | 1.03 | 0.29 | 0.80 
1.25 | 0.35 | 1.06 | 1.18 | 0.33 | 1.00 | 1.06 | 0.30 | 0.89 | 0.97 | 0.27 | 0.82 
1.66 | 0.58 | 0.70 | 1.60 | 0.56 | 0.68 | 1.49 | 0.52 | 0.63 | 1.40 | 0.49 | 0.59 
1.55 | 0.55 | 0.76 | 1.49 | 0.52 | 0.73 | 1.38 | 0.49 | 0.68 | 1.29 | 0.45 | 0.64 
1.46 | 0.51 | 0.82 | 1.40 | 0.49 | 0.79 | 1.29 | 0.45 | 0.73 | 1.19 | 0.42 | 0.67 
1.37 | 0.48 | 0.87 | 1.31 | 0.46 | 0.83 | 1.20 | 0.42 | 0.76 | 1.11 | 0.39 | 0.70 
1.30 | 0.46 | 0.92 | 1.24] 0.44 | 0.87 | 1.13 | 0.40 | 0.80 | 1.04 | 0.37 | 0.78 
1.23 | 0.44 ; 0.95 | 1.17, 0.41 | 0.91 | 1.07 | 0.38 | 0.83 | 0.98 | 0.34 | 0.76 
1.17 | 0.41 | 0.99 | 1.11 | 0.39 | 0.94! 1.01 | 0.86 | 0.85 | 0.92 | 0.32; 0.78 
| 1.12 | 0.39 | 1.02 | 1.06 | 0.37 | 0.97 | 0.96 | 0.34 | 0.88 | 0.88 | 0.31 | 0.80 
| 1.07 | 0.37 | 1.05 | 1.01 | 0.36 | 0.99 | 0.91 | 0.32 | 0.90 | 0.83 | 0.29 | 0.82 
| 1.36 | 0.36 | 0.77 | 1.30 0.55 | 0.73 | 1.21 | 0.51 | 0.68 1.12 | 0.47 | 0.63 








| 1.28 | 0.55 | 0.81 | 1.23 | 0.52 | 0.78 | 1.13 | 0.48 | 0.72 | 1.05 | 0.44, 0.66 
| 1.22 | 0.52 | 0.86 | 1.17 | 0.49 | 0.82 0.45 | 0.75 | 0.99 | 0.42 | 0.70 

1.16 | 0.49} 0.90 | 1.11 | 0.47 | 0.86 | 1.10 | 0.43 | 0.78 | 0.93 | 0.39 | 0.72 
| 1.11 | 0.47 | 0.94] 1.05 0.44 | 0.89 | 0.96 | 0.41 | 0.81 | 0.88 | 0.37 | 0.74 
| 1.06 | 0.45 | 0.97 | 1.01 | 0.43 | 0.92 | 0.92 | 0.39 | 0.84 | 0.84 | 0.35 | 0.77 


= 
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ICAL IN SYOS  EeM VO Pee Rebs leN ER OURs Geen Gao aN ae REE = ne: 





Materials for One Cubic Yard Compact Plastic Mortar 
Based on Barrel of 3.8 Cu. Ft. 


From ‘‘Concrete, Plain and Reinforced”’ 
By Taylor & Thompson 































RELATIVE RELATIVE 

PROPORTIONS BY PROPORTIONS BY 

PARTS VOLUME Packed Loose 

Cement Sand 
= a) Barrel Cubic Yard 
Cement | Sand Cement 7 Sand 
Barrel | Cubic Yard 
| 

1 0 | 1 pace 
1 V4 1 1.9 6.73 0.47 
1 1 1 3.8 | 5.01 | 0.71 
1 14 1 Ly ig. 72) Ae AO) 0.84 
1 2 1 ) 76 | 3.32 | 0.93 
1 214 1 |) 9.5 ls 2.84 | 31.00 
1 3 1 11.4 2.48 1.05 
1 316 Lye LBB ih 0 nT Os 
1 + 1 | a 5:2 | 1.98 elit 
1 41% 1 Nyial 1.80 1.14 
1 5 1 19.f4 ton 165 siete 
1 aye aloe! 20.0. pee tsae iMeelele 
1 6 | I 22.8 1.41 | 1.19 
1 6 1 24.7 | 1.32 1.21 
1 7 | HI 26.6 1.23 1 
1 7% | 1 28.5 1.16 1.22 
i 8 | 1 30.4 1.10 1.24 | 




















NOTE:—Variation in the fineness of the cement and the sand, and 
in the consistency of the mortar, may affect the values by 10% 


in either direction. 
Cement—as packed by manufacturer. 


Sand—loose. 


124 








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125 





KAHN: SYSTEM OF VREOUNST ORG ESD CO tik ater. 





Index of Kahn System Standards 


PAGE 
Accuracy. of Installation... 2. were oars 11 
Aggregate, Specifications for......... 45 
Allowable: Stressesie =. to chkane sees 53 
Appearancejof Buildings............. 40 
Areh Action*of Beamsigra. a een 9 
Arch Action,'Strength Due to........ 53 
AYmotit Platés Seyret scree eaenierates 29 
Beams, Conctretelig woe sae ee eres 125 


Beams, Design Limited by Compres- 


Beams, Moment of Resistance....... 54 
Beams, Safe Loads:for.:....... 09-115 
Beams-+Shearin semsce ene 65-67 
Beams, Det eee cere olen etcese ers 59-61 
Bending Momentstrc) cs sekaece niet 70 
Bin ‘for Solvay Process'Cov...2 cnc: 89 
Bureau of Printing and Engraving... .74 
Cantilever Slabs, Flanders Bldg...... 86 
Cantilever Slabs, D. Sommers & Co... 86 
Carrying Capacity of Beams... .109-115 
Carrying Capacity of Columns.. .116-117 
Carrying Capacity of Slabs.......91-106 
Cement Specifications... oases, soe 44 
Centering, Removal of........... 48-49 
Centering Specifications............. 48 
Certainty of Calculation ~~. cn... a 10 
Chemical (Products: vias ae) eeeier es 35 
Collapsible Column Hooping......... 24 
Columns; Conereteant so eeeaaereee 125 
Columns) Details ketene ere ats 118 
Columns, Safe Loads for........ 116-117 
Columns sDheory Ofer are cae arte 68 
Comparative Cost of Reinforced 
Concrete and Structural Steel..... 43 
Comparative Cost of Wood and Rein- 
forced "Concrete an ain) «ccc eae 42 
Compression; Direct. Se). a6). sic ste 68 
Compressive Strength of Concrete... .52 
Concrete in Beams and Columns... .125 
Concrete Defined cic sc, 250 iteectoaeatee 5 
Concreting During Freezing Weather. .49 
Construction of Ford Motor Co....... 72 
Continuous United Sash............. 32 
Corer; Beadssa2 one ee cree 28 
Crushing Strength of Concrete....-.. 52 
Curb: Barsjclh-oe «dese eee a eke ae 29 
Dampproohn esses neem ain se ee cle 35 
Daviichting ss. 67.0 eee ee ee 39 
Designs for Reinforced Concrete...... 13 
Details of Columns and Footings. ...118 
Details of Hollow Tile Floors.. .107 


Diagram for Location of Neutral ‘Axis. 57 
Diagram for Rectangular Slabs.. ek 
Diagram for Stress in Beams......... 


Direct Compression, Pieces under... . .68 
Dodge Bros: Plants cose cee: 73 
Doors: United(Sash 3-2 feeaccses cee 32 
Double Reinforcement.............. 59 
Economy of Kahn Bars...,....... 11-12 
Economy of Reinforced Concrete..... 41 
Engineering Department............ 13 
Estimating Tabless Jc. eee eee ees 125 
Expansion Joint Protector........... 29 
Explanation of Beam Tables........ 108 


126 


PAGE 
Explanation of Footing Tables...... 118 
Explanation ‘of Slab Tables..:.2..... 90 


BActOries fe ten eve e Cais Sia ee 

.33, 38, 39, 40, 72, 73, 78, 80, 81, 82, hs 
Fireproofness of Kahn Bars. PI cane 
Fireproofness of Reinforced Concrete 36 
Fire at Dayton Motor Car Co........ 36 
Flat Ceilings: 


American Electrical Heater Co..... 81 
Burroughs Adding Machine Co.....81 
Continental Motor’ Gone .45 see 80 
Dodge Bross 7 cusses cok sass 1 ees 80 
Portland Ry., Light & Power Co.. .82 
Standard Burniture Coy. se) eee 82 
Floors for Los Angeles Creamery..... 22 
Bloors; Safe Loads forss...1008 2 oe 91-106 
Floor Slabs—Rectangular........... 70 
Filoredomes.i 5 otc. wat a eet alee be sleieas 18 
Floredome Construction: 
Mt: Tabor School ea. oeee see 83 
Packard Service Building.......... 83 
Satei Loads fot ee ee eee 100 
Bloretvles. sce teense ei an conenene 19 
Floretyle Construction: 
Alta‘Planing Visas si aie tere eaten 84 
Hidelity, Building. ass. s2 een eee 85 
Safe: Boads' for nous ne. snk Ser eee 101 
Woodward-Clark Building,........ 84 
ROOtIn gS 5 occ «ore sera slates aie nore 118-121 
Freezing Weather Requirements......49 
"Government Buildingsiascasns eres 74 
Gravel Specifications}... ceissienie es 45 
Hollowet erra: Cotta Cile 22s ate 34 
Hollow Terra Cotta Tile Floors: 
Details. of srsccic, aah sae ee ee 107 
Packard Motor Gar Cox 25 0420 87 
Safe Loads fotas. fas seis 102-106 
Mooping tor Gonimmmns + yo. sve ree 24 
Hooped Columns. }i2.:.2+2 sates eres 68 
Hooped Columns, Safe Loads for... .117 
Horizontal Reinforcement............ 7 
Hot Weather Requirements.......... 49 
Hotel Marlborough-Blenheim........ 75 
Hudson Motor Car Con. a..5 tetas 40 
Hy-Rib se othe oe cats oe ace 26 
Hy-Rib Slabs, Safe Loads for. ... .98-99 
Hy-Rib Roofs and Sidings. ....... 76-78 
Inserts: 
Brown-Lipe-Chapin Co............ 30 
Burroughs Adding Machine Co.....30 
For: Concrete Wotks. cee cam 30-31 
Packard Motor ‘Gar Goo. awen re 30 
Installation of Kahn Bars........ 11-12 
Interior Beechnut Packing Co........ 39 
Interior Packard Motor Car Co...... 38 
Tnternal Stress" Action sive cts ene ed 9 
Kahn Adjustable Inserts............ 31 
Kahn Trussed Bars: 
Described)... > oa ien iienn sis hee stare 6 
Footing Tables.cc ate esnct ace 119-121 
Safe Loads for Beams........ 109-115 
Safe Loads for Slabs.......... 91-106 
Sectioria’of oes eee oe eee nee 15-17 


TR Ss: EDO OCN GC ROE I> EB ST EEE CrO M P ANAY. 





Kahn Trussed Bars: continued 
Shearing Of wae ae eet ek Melee aise 14 
Strength of, Certainty of Calcula- 


tion, Accuracy of Placing, 
Economy, Fireproofness, Shock- 
proofness, Workmanship....... 8-12 
cEneOry Obie save pe eet ees 6-9 
Lake Superior Iron & Chemical Co. ..76 
ative Vietalite ta oer gene ene ta san 27 
Loads, Carried by 
Golimns rch evans eee: 116-117 
Gonereté; Beams... cn eee 109-115 
Floredome Construction.......... 100 
Floretyle Construction........... 101 
Hollow Tile Floors.......... 102-106 
PL yet DiSlalbS nae niece ae 98-99 
Rahn (Sars olaDSmeuca auscsisie a oe 91-96 
RubsMietaliSlabstd ceriss cme cei ot 97 
Long Span Girders: 
ISEOR NU Pierce WeOmn cede ene ae ek 88 
Williams-White Co. Foundry......88 
Loose Stirrup Reinforcement..........7 
Materials for one yd. of Concrete .122-123 
Materials for one yd. of Mortar...... 124 
Materials, Specifications for... ....44-45 
Methodsror Design. \a. oe acc see nk 53 
Methods of Reinforcing Concrete... .7-9 
Maxine. Goncret@ae. oe enentee tees 46 
Modulus on Hlasticitvan eyes see 52 
Moment of Resistance of Beams...... 54 
MonolrhicsAction seem. ahene amie 53 
Onée-Story-HactorieSsen weasel heels as 78 
Pants el echnicalsc tae. coms aarcbetesiauce 35 
Partitions, United sasitwei seme amen 32 
Eivoted United Sashes ae oe oe 32 
Biacing: Concrete. sess ee 46 
Precautions for Concreting during 
Hreezine Weather... a.- sc% oa: 49-51 
Properties of Kahn Bldg. Products.15-35 
Proportions of Concrete... -6 se 46 
Proportions of Materials for 
Goncreten rrr acct ects sae 122-123 
Proportions of Materials for Mortar. .124 
Rectangular:Floor Slabs............. 70 
Reinforced Concrete, Defined......... 5 
Reinforced Concrete more Economical 
than? Mill Gonstructuion:) 2.) 522)... 41 
Reinforcing Concrete, Methods of...7-9 


Reinforced Concrete Specifications. 44-49 


Reinforced Concrete, Theory of. . .54-71 
Reinforcing Steel Specifications....... 47 
Removal of Centering............ 48-49 
Resisting Moment of Beams......... 54 
RID) Barsk cnt) emer coil late ote S Sg he 25 
Rib: Bars im GColumnss..-. <a. 116-117 
RUUD IEA LD ears eee, A Rete rary ons aac’ 27 
ARID PNLETAL vay eye eric Bee ea EEA 20-23 
Rib Metal Slabs, Safe Loads for...... 97 
RID Steel Staite Lreags: see ne te oe 34 
RUD OEUGS a tea e re ener te oe 28 
Rigidly Connected Web Members..... 8 
Safe Live Loads on Slabs........ 91-106 
Safe Loads for Columns........ 116-117 
Safe Loads for Concrete Beams. .109-115 
patid specifications for: -4.5.. o..).\.0.). 45 
pash, United ‘Steel ii). :2ee hel. o- 32-33 


Saw-tooth Roofs, Ford Motor Co.....78 


127 


PAGE 
Sections of Kahn Trussed Bars... .15-17 
Shearing of Kahn Trussed Bars.......14 
Shear Member Rigidly Connected.... . 8 
Shear in Reinforced Concrete Beams 
EE er es ee aA mee 65-67 
SHGCKDrOOLNESS:=)- sen. eee ee 11 
Slabs, Carrying Capacity of...... 91-106 
Sliding United'Sashay.. 525 eee 33 
Solid Concrete Slabs, White Garage. ..87 


Specifications for Reinforced Concrete 


the: Suc deus eco clepee Me e eeeee 44-49 
Stadium, Syracuse University........ 79 
Stair Treads. . 1134 
Stairway, Minnesota State Fair.. 379 
Steel Corner Beads. . coe ee eRe oO: 
Steel Floredomes....................18 
steel-Hloretylées. . te a eee 19 
Sted Specihications .. sees inn eee 47 
Stirrup (Loose) Reinforcement........ 7 
stone, Specifications: fone ae eee. 45 
Store of-Owen & Cor ant eee ey, 
strength of Kahn’ Bars eee 8 
Strength of Reinforced Concrete......37 
tresses, Internals. yee 9 
Studs, Steel a .coteco cued od eee 28 
Tables for: 

Beams Limited by Compression. .. .64 


Comparative Cost of Reinforced 


Concrete and Structural Steel... .43 
Comparative Cost of Wood and 

Reinforced Concrete.../..:0.... 42 
Ectimatine: cfc sie ane 125 
Floredome Construction.......... 100 
Floretyle Construction......:..... 101 
FOOtingsn...cncee he eon: 119-121 
Hy-Rib Slabs.. 98-99 


Loads on Concrete Beams... “109-115 


Materials for Concrete....... 122-123 
Materialsvfor Mortar-2....- ace 124 
Rib: MetalsSlabsss.. 25 ae sone ae 97 
Safe Loads for Columns...... 116-117 
Slabs, Kahn Trussed Bars...... 91-96 
Py Beam Designs tan. See 61 
Terra Cotta Tile Floors....... 102-106 
oi Bealshece rec ee eee 59-61 
Technical Paints .-sss4-5 oe noe ee 35 
Tests on Beams with Deformed Bars 
and Kahn? Barsa. eee eee 67 
Tests on Kahn Bars..... en aS 
Tests for Nichol, Dean & Gregg. ab ¥/ 
Theory of Reinforced Concrete. 54- 71 


Tile and Concrete Floor Specifications. 48 


Tile Floors, Safe Loads for...... 102-106 
ile Hollow Cerra Cottas asa 34 
DrisssActicn of Beanie. 4. eee eee 9 
Trussed Bars. See Kahn Trussed Bars. 

Trus-Con Armour Plates... :. 02424: 29 
Trus-Con Chemical Products.........35 
Drus-Con) GurbeBarsa ae en eee 29 
Trus-Contlnsertstec pace see 30-31 
WUnhooped ‘Coluninsy. o-e seh seine 68 
Unhooped Columns, Safe Loads for..116 
U. S. Government eee haseet ie ee .74 
United Steel Sash. . ; BEGET 
Vibration Resistance............. 38, 53 
Warehouse for Merchants’ Storage 

LO Seie ei Moe ore 2 a aes ce ote 

Wiaterproonnes's sick uv cteunisilelcasynipree eters 35 
Workmanship with Kahn Bars....... 11 


ALi Ye LISRARY 


COLUSA UKIVERSHY 








